Stiff column and truss connecting node of super high-rise building

Abstract

The utility model belongs to the field of super high-rise construction, and discloses a connecting node of a stiff column and a truss of a super high-rise building, which comprises the stiff column, a steel pipe column is sleeved on the stiff column, the inner wall of the steel pipe column is connected with the stiff column through a plurality of stiffening plates, an extension plate is arranged on the first outer wall of the steel pipe column, and the extension plate is arranged on the second outer wall of the steel pipe column. A waist truss bracket used for being connected with a waist truss is arranged at the end, away from the steel pipe column, of the extension plate, and an extending arm truss bracket used for being connected with an extending arm truss is arranged on the second outer wall of the steel pipe column. A plurality of steel plate hoops are arranged on the outer wall of the steel pipe column in a surrounding mode. The utility model aims to solve the problems that the on-site construction difficulty is high, the overall structure performance is influenced and the like.

Description

Technical Field

[0001] The utility model belongs to the field of super high-rise building construction, and particularly relates to a connecting node between a stiffening column and a truss of a super high-rise building. Background Technique

[0002] With the acceleration of the urbanization process, super high-rise buildings, as an important part of the urban skyline, the safety, stability and construction efficiency of their structural design have become the focus of the engineering field. As a key component to enhance the overall structural stability in super high-rise buildings, the truss floor resists external forces such as wind loads and seismic actions through a complex structural system, including mega steel columns, side columns, double-layer double-row inner and outer ring trusses, shear wall panels in the core tube, waist trusses and outrigger trusses, etc., to ensure the safety and stability of the building. The node design of the truss floor is the core link to ensure the overall performance of the structure. The node not only needs to bear the huge forces and moments transmitted from various components of the truss floor, but also needs to have sufficient stiffness and deformation capacity to adapt to the deformation requirements of the structure under extreme working conditions. Traditional node connection methods, such as bolt connection, welding connection, anchoring connection, etc., although they meet the basic connection requirements to a certain extent, their limitations gradually appear in the complex environment of super high-rise buildings.

[0003] Especially for projects with limited circumferential surface area of the stiffening column, and the design requires that the stiffening column needs to be rigidly connected to the outrigger truss, waist truss and steel beam, and at the same time, the arrangement of the internal steel bars of the stiffening column needs to be considered, which puts more stringent requirements on the design and construction of the node. In traditional designs, by welding brackets to the stiffening column and then welding the brackets to the truss, although the connection can be achieved, many problems are exposed in the actual construction process. On the one hand, due to the limited circumferential surface area of the stiffening column, multiple brackets need to be welded on the stiffening column, which not only increases the processing difficulty, but also may cause collisions between the brackets, affecting the layout; at the same time, the welding of multiple brackets weakens the stiffness of the stiffening column, having an adverse impact on the overall structural performance. On the other hand, during the truss assembly, due to the large amount of welding, it is difficult to accurately control the welding deformation, increasing the installation difficulty and the risk of precision control. In addition, the external vertical steel bars of the stiffening column need to pass through the truss node. Whether it is through hole opening or anchoring connection, it may cause damage to the truss structure, affecting the structural integrity. And during the concrete construction stage, due to the dense arrangement of the trusses, the vibration and compaction of the concrete become a problem, further threatening the safety and durability of the structure. Summary of the Invention

[0004] Aiming at the problems existing in the prior art, the utility model provides a connecting node between a stiffening column and a truss of a super high-rise building, aiming to solve the problems such as the large on-site construction difficulty and the impact on the overall structural performance.

[0005] To solve the above technical problems, the utility model is realized by the following technical solutions:

[0006] A connecting node between a stiff column and a truss of a super high-rise building, comprising a stiff column, a steel pipe column sleeved on the stiff column, the inner wall of the steel pipe column is connected to the stiff column by a plurality of stiffening plates, an extension plate is arranged on the first outer wall of the steel pipe column, and a waist truss bracket for connecting with a waist truss is arranged at one end of the extension plate far away from the steel pipe column, and an outrigger truss bracket for connecting with an outrigger truss is arranged on the second outer wall of the steel pipe column; a plurality of steel plate hoops are arranged around the outer wall of the steel pipe column.

[0007] Furthermore, slurry leakage holes are formed between the plurality of stiffening plates and the stiff column.

[0008] Furthermore, a steel frame beam bracket for connecting with a steel frame beam is also arranged on the first outer wall of the steel pipe column.

[0009] Furthermore, the steel frame beam bracket is located below the extension plate and is connected to the lower end of the extension plate.

[0010] Furthermore, the connection mode among the stiff column, the steel pipe column and the stiffening plates is factory prefabricated welding.

[0011] Furthermore, an insertion joint is formed at one end of the waist truss bracket facing the extension plate, and one end of the extension plate far away from the steel pipe column is inserted and welded in the insertion joint.

[0012] Furthermore, the connection mode between the steel pipe column and the extension plate and the connection mode between the extension plate and the waist truss bracket are factory prefabricated welding.

[0013] Furthermore, the connection mode between the steel pipe column and the outrigger truss bracket is factory prefabricated welding.

[0014] Compared with the prior art, the utility model has at least the following beneficial effects:

[0015] The utility model provides a connection node between a rigid column and a truss of a super high-rise building. By sleeved a steel pipe column on the rigid column, the inner wall of the steel pipe column is connected to the rigid column by a plurality of stiffening plates, which increases the cross-sectional area of ​​the rigid column in disguise, thereby increasing the contact area between the truss and the rigid column, and preventing the collision between the cantilever truss and the waist truss. An extension plate is provided on the first outer wall of the steel pipe column, and a waist truss corbel for connecting with the waist truss is provided on the end of the extension plate away from the steel pipe column, that is, the node domain uses an extension plate to connect the truss, increasing the gap between the cantilever truss and the waist truss, thereby ensuring the fluidity space of the concrete and ensuring that the concrete is poured densely; a cantilever truss corbel for connecting with the cantilever truss is provided on the second outer wall of the steel pipe column, that is, there is no need to directly weld a plurality of corbels to the rigid column, avoiding the welding of a plurality of corbels to weaken the rigidity of the rigid column, which is beneficial to the overall structural performance. A number of steel plate hoops are arranged around the outer wall of the steel pipe column. By using outer ring steel plate hoops instead of on-site column stirrups, there is no need to tie the steel bars again on site, thus solving the problem of the steel bar layout being affected and avoiding collision between the steel pipe column and the steel bars.

[0016] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, preferred embodiments are given below and described in detail with reference to the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] In order to more clearly illustrate the technical solutions in the specific implementation modes of the present invention, the drawings required for use in the description of the specific implementation modes will be briefly introduced below. Obviously, the drawings described below are some implementation modes of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative labor.

[0018] Figure 1 This is a first-perspective axonometric diagram of a connection node between a rigid column and a truss of a super high-rise building of the utility model;

[0019] Figure 2 It is a second-view axonometric diagram of a connection node between a rigid column and a truss of a super high-rise building of the utility model;

[0020] Figure 3 It is a third-perspective axonometric drawing of a connection node between a rigid column and a truss of a super high-rise building according to the utility model.

[0021] In the figure: 1-rigid column; 2-steel pipe column; 3-stiffening plate; 4-extension plate; 5-waist truss; 6-waist truss corbel; 7-outrigger truss; 8-outrigger truss corbel; 9-steel plate hoop; 10-leakage hole; 11-steel frame beam; 12-steel frame beam corbel. DETAILED DESCRIPTION

[0022] To make the objectives, technical solutions, and advantages of the embodiments of the present utility model clearer, the technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings. Apparently, the described embodiments are some, but not all, of the embodiments of the present utility model. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present utility model without creative efforts shall fall within the protection scope of the present utility model.

[0023] The connection nodes between the stiff columns and trusses in super high-rise buildings are key parts in structural design. The connection methods and node designs between them directly affect the stability, load-bearing capacity, and seismic performance of the entire structure. The connection nodes between the stiff columns and trusses are the force transmission hubs in the super high-rise building structure. They need to bear and transmit forces from all directions, including vertical loads, horizontal wind loads, and seismic actions, etc.

[0024] Combined Figures 1 to 3 As shown, in view of the defects existing in the traditional connection method of directly welding each bracket to the stiff column and then welding the bracket to the truss in the connection nodes between the stiff columns and trusses of super high-rise buildings, the embodiments of the present utility model provide a connection node between the stiff columns and trusses of super high-rise buildings, aiming to solve the problems of difficult on-site construction, weakening of the stiffness of the stiff column caused by directly welding multiple brackets to the stiff column, and the influence on the arrangement of the external steel bars of the stiff column. The connection node between the stiff column and the truss includes a stiff column 1, a steel pipe column 2 is sleeved on the stiff column 1, the inner wall of the steel pipe column 2 is connected to the stiff column 1 by a plurality of stiffening plates 3, an extension plate 4 is arranged on the first outer wall of the steel pipe column 2, a bracket for connecting to the waist truss 5, i.e., a waist truss bracket 6, is arranged at one end of the extension plate 4 away from the steel pipe column 2, and a bracket for connecting to the outrigger truss 7, i.e., an outrigger truss bracket 8, is arranged on the second outer wall of the steel pipe column 2; a plurality of steel plate hoops 9 are arranged around the outer wall of the steel pipe column 2.

[0025] In other words, the rigid column 1 is used as the core load-bearing component, and a steel pipe column 2 is sleeved on its outside. The steel pipe column 2 is not directly connected to the rigid column 1, but is connected through a plurality of stiffening plates 3. These stiffening plates 3 are evenly distributed between the inner wall of the steel pipe column 2 and the rigid column 1, which not only enhances the connection strength between the two, but also improves the stiffness of the entire node, effectively avoiding damage caused by stress concentration. Because the circumferential surface area of ​​the steel pipe column 2 sleeved on the rigid column 1 must be larger than the circumferential surface area of ​​the rigid column 1, the circumferential layout area is indirectly increased. On the first outer wall of the steel pipe column 2, an extension plate 4 is provided, which extends outward from the surface of the steel pipe column 2, and a waist truss corbel 6 is provided at the end away from the steel pipe column 2. The design of the waist truss corbel 6 enables the steel pipe column 2 to be directly and firmly connected to the waist truss 5 without the need for additional welding or bolting. Similarly, on the second outer wall of the steel pipe column 2, an outrigger truss corbel 8 is provided. The outrigger corbel 8 is used to connect with the outrigger truss 7 to ensure that the outrigger truss can stably carry and transfer loads. The position and size of the outrigger corbel 8 are adjusted according to the specific layout requirements of the outrigger truss 7 to ensure the reliability of the connection and the integrity of the structure.

[0026] In order to enhance the strength and stability of the steel pipe column 2, and to facilitate the direct reinforced connection with the concrete during the subsequent concrete pouring process, a plurality of steel plate hoops 9 are also arranged around the outer wall of the steel pipe column 2. These steel plate hoops 9 fit tightly to the steel pipe column 2 and are fixed by welding or other fastening methods, which effectively prevents the steel pipe column 2 from local buckling or overall instability during the stress process. At the same time, the steel plate hoops 9 also improve the overall stiffness of the node, so that the entire connection node can maintain good stability when bearing loads. More importantly, in the subsequent concrete pouring process, the steel plate hoops 9 can directly replace the tied steel bars to achieve the connection with the concrete, without the need to tie the steel bars again on site, solving the problem of the steel bar cloth being affected.

[0027] It should be noted that the first outer wall refers to the wall surface of the steel pipe column 2 facing the waist truss 5 , and the second outer wall refers to the wall surface of the steel pipe column 2 facing the outrigger truss 7 .

[0028] The waist truss 5 is finally connected to the waist truss corbel 6, and a hole is reserved on the waist truss web to ensure the construction quality of the core tube shear wall concrete pouring. The outrigger truss 7 is finally connected to the outrigger corbel 8.

[0029] In one possible implementation, Figure 2As shown, slurry leakage holes 10 are formed between multiple stiffening plates 3 and the stiffened column 1. Specifically, at the contact part between the multiple stiffening plates 3 and the stiffened column 1, the slurry leakage holes 10 are specially designed and formed. The existence of the slurry leakage holes 10 can solve the problems of concrete vibration and compactness caused by the dense arrangement of trusses in the traditional connection method, and can ensure the compactness during concrete pouring. That is to say, during the concrete pouring process, due to the existence of the truss structure, it is difficult for the concrete to directly flow into and fully fill all spaces. The design of the slurry leakage holes 10 allows the concrete slurry to penetrate into the gaps between the stiffening plates 3 and the stiffened column 1 through these holes during pouring, thus effectively avoiding the phenomena of concrete cavities or looseness caused by insufficient vibration.

[0030] In an embodiment, as Figures 1 to 3 shown, a steel frame beam bracket 12 for connecting with the steel frame beam 11 is further provided on the first outer wall of the steel pipe column 2. The main purpose of this design is to facilitate the connection with the steel frame beam 11, thereby enhancing the stability and load-bearing capacity of the entire building structure. As a connecting member, the shape, size, and position of the steel frame beam bracket 12 need to be precisely designed according to the specifications of the steel frame beam 11 and the overall structural requirements. In actual construction, the steel frame beam bracket 12 can be fixed on the first outer wall of the steel pipe column 2 by welding, bolt connection, or other reliable connection methods. The welding method is widely used because of its high strength and stable connection, but attention should be paid to the quality control during the welding process to avoid the influence of welding defects on the structural performance.

[0031] Preferably, the steel frame beam bracket 12 is located below the extension plate 4 and is connected to the lower end of the extension plate 4. This design makes the entire connection node more compact and stable in structure. During the connection process, the steel frame beam bracket 12 and the extension plate 4 can be connected by welding, bolt connection, or a combination of both. Welding connection can ensure the close fit and high-strength connection between the two, while bolt connection is convenient for on-site installation and adjustment. Which connection method to specifically adopt needs to be comprehensively considered according to factors such as on-site construction conditions, construction period requirements, and cost considerations.

[0032] In this embodiment, the connection method between the stiffened column 1, the steel pipe column 2, and the stiffening plates 3 is factory prefabricated welding, that is, the connection between these components is carried out by factory prefabricated welding. Factory prefabricated welding can be carried out under a strict quality control system to ensure that the welding quality meets the design requirements and reduce quality problems caused by on-site welding condition limitations. Through factory prefabricated welding, most of the welding work can be completed in advance, reducing on-site construction time and improving the overall construction efficiency. Factory prefabricated welding can avoid complex welding operations at high altitudes or in small spaces, reduce construction risks, and improve safety.

[0033] In one embodiment, an insertion joint is provided at one end of the haunch truss bracket 6 facing the extension plate 4. The end of the extension plate 4 away from the steel pipe column 2 is inserted and welded into the insertion joint. This design allows the end of the extension plate 4 away from the steel pipe column 2 to be accurately inserted into this insertion joint, and then the two are firmly connected by welding.

[0034] In this embodiment, the connection method between the steel pipe column 2 and the extension plate 4 and the connection method between the extension plate 4 and the haunch truss bracket 6 are prefabricated and welded in the factory. Through the insertion joint design of the haunch truss bracket 6 and the prefabricated welding technology in the factory, the connection node between the steel reinforced column and the truss of the super high-rise building is more stable and reliable in structure, and the construction efficiency and quality are also improved.

[0035] In this embodiment, the connection method between the steel pipe column 2 and the outrigger truss bracket 8 is prefabricated and welded in the factory, which helps to achieve the precise docking and welding of the two, and improves the stability and reliability of the connection node. Most of the welding work can be completed in advance by prefabricated welding in the factory, reducing the on-site construction time. At the same time, the factory production method is conducive to organizing flow operations and improving the overall construction efficiency.

[0036] In one implementation case, the steel reinforced column is an H-shaped steel column of H700*350*20*30. After adopting the connection node construction between the steel reinforced column and the truss of the super high-rise building provided in this embodiment, the problem of collision between the steel structure and the steel bars during the construction process is reduced, and the stress generated by the large amount of welding of the steel reinforced column cannot be eliminated is avoided. The force transmission performance between the steel reinforced column and the truss is reasonably enhanced, which not only ensures the original improvement and optimization to ensure the project quality, but also meets the requirements of the specification design in terms of beautiful shape. The application of the node can advance the construction period by 45 days; the overall cost saves 20% of the economic benefits compared with directly welding the bracket on the steel reinforced column. In addition, the implementation of the technology of this project plays a very important role in improving the business performance of the enterprise. Through the development of this project, the complex steel reinforced concrete nodes in this project are studied and discussed, and the traditional practices are optimized and combined for comparison, so as to solve the construction difficulties existing in this project and provide reference for similar projects.

[0037] In the description of the present invention, it should be understood that the orientation or positional relationship indicated by the terms "upper", "lower", "bottom", "inner", "outer", etc. is based on the orientation or positional relationship shown in the drawings, and is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the present invention.

[0038] In addition, 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 quantity of the indicated technical features. Thus, features defined with "first" and "second" may explicitly or implicitly include at least one such feature. In the description of the present utility model, the meaning of "a plurality" is at least two, such as two, three, etc., unless otherwise specifically defined.

[0039] In the present utility model, unless otherwise clearly defined and limited, terms such as "connected" and "coupled" shall be understood in a broad sense. For example, it may be a fixed connection, a detachable connection, or integrated; it may be a mechanical connection, an electrical connection, or communicable with each other; it may be directly connected, or indirectly connected through an intermediate medium, and may be the communication inside two elements or the interaction relationship between two elements, unless otherwise clearly limited. For those of ordinary skill in the art, the specific meanings of the above terms in the present utility model can be understood according to specific circumstances.

[0040] In the present utility model, unless otherwise clearly defined and limited, the first feature being "on" or "under" the second feature may be that the first and second features are in direct contact, or the first and second features are indirectly in contact through an intermediate medium. Moreover, the first feature being "above", "over" and "on top of" the second feature may be that the first feature is directly above or obliquely above the second feature, or merely indicates that the first feature has a higher horizontal height than the second feature. The first feature being "under", "beneath" and "underneath" the second feature may be that the first feature is directly below or obliquely below the second feature, or merely indicates that the first feature has a lower horizontal height than the second feature.

[0041] In the present utility model, terms such as "one embodiment", "some embodiments", "example", "specific example", or "some examples" etc. mean that the specific features, structures, materials, or characteristics described in connection with the embodiment or example are included in at least one embodiment or example of the present utility model. In this specification, the schematic representations of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials, or characteristics described may be combined in a suitable manner in any one or more embodiments or examples. In addition, without contradiction, those skilled in the art can combine and combine the different embodiments or examples described in this specification and the features of different embodiments or examples.

[0042] Finally, it should be noted that the above-described embodiments are only specific implementation manners of the present utility model, used to illustrate the technical solutions of the present utility model, rather than limiting it. The protection scope of the present utility model is not limited thereto. Although the present utility model has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that any person skilled in the technical field of the present utility model can still modify the technical solutions recorded in the foregoing embodiments, or can easily think of changes, or perform equivalent replacements on some of the technical features; and these modifications, changes or replacements do not make the essence of the corresponding technical solutions deviate from the spirit and scope of the technical solutions of the embodiments of the present utility model, and should all be covered within the protection scope of the present utility model. Therefore, the protection scope of the present utility model shall be subject to the protection scope of the claims.

Claims

1. A connection node between a rigid column and a truss of a super high-rise building, characterized in that: The invention comprises a rigid column (1), a steel pipe column (2) is sleeved on the rigid column (1), the inner wall of the steel pipe column (2) is connected to the rigid column (1) by a plurality of stiffening plates (3), an extension plate (4) is arranged on the first outer wall of the steel pipe column (2), a waist truss bracket (6) for connecting to a waist truss (5) is arranged on the end of the extension plate (4) away from the steel pipe column (2), and a cantilever truss bracket (8) for connecting to a cantilever truss (7) is arranged on the second outer wall of the steel pipe column (2); a plurality of steel plate hoops (9) are arranged around the outer wall of the steel pipe column (2).

2. The rigid column and truss connection node of a super high-rise building according to claim 1, characterized in that: Grout leakage holes (10) are formed between the plurality of stiffening plates (3) and the stiffening columns (1).

3. The rigid column and truss connection node of a super high-rise building according to claim 1, characterized in that: A steel frame beam corbel (12) for connecting to the steel frame beam (11) is also provided on the first outer wall of the steel pipe column (2).

4. The connection node between a rigid column and a truss of a super high-rise building according to claim 3, characterized in that: The steel frame beam corbel (12) is located below the extension plate (4) and is connected to the lower end of the extension plate (4).

5. The rigid column and truss connection node of a super high-rise building according to claim 1, characterized in that: The connection between the rigid column (1), the steel pipe column (2) and the stiffening plate (3) is factory prefabricated welding.

6. The connection node between a rigid column and a truss of a super high-rise building according to claim 1, characterized in that: The waist truss corbel (6) is provided with an insertion seam at one end facing the extension plate (4), and the end of the extension plate (4) away from the steel pipe column (2) is inserted and welded in the insertion seam.

7. The connection node between a rigid column and a truss of a super high-rise building according to claim 6, characterized in that: The connection between the steel pipe column (2) and the extension plate (4) and the connection between the extension plate (4) and the waist truss corbel (6) are prefabricated and welded in the factory.

8. The connection node between a rigid column and a truss of a super high-rise building according to claim 1, characterized in that: The connection between the steel pipe column (2) and the outrigger truss bracket (8) is factory prefabricated welding.

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