Full-framed shear wall structure and full-framed thick plate conversion structure suitable for super high-rise building

Abstract

The utility model relates to the technical field of a full-framed shear wall structure, and discloses a full-framed shear wall structure suitable for a super high-rise, which comprises a frame pillar, a thick plate transfer layer and a shear wall body, the effective connection of the upper part and the lower part of the structure and the optimization of mechanical properties are realized, and the application of the thick plate transfer layer not only provides a greater design freedom degree, but also improves the design reliability. The utility model further discloses a full-framed thick plate conversion structure suitable for the super high-rise building, the full-framed thick plate conversion structure is applied to a full-framed shear wall structure, and the full-framed thick plate conversion structure comprises a thick plate conversion layer and a steel plate shear wall. The thick plate transfer layer is composed of the first supporting unit, the second supporting unit and the hidden beam which are arranged in parallel up and down, so that the bending resistance and the pressure resistance of the frame supporting column are remarkably enhanced, the deformation of the structure under the load effect is reduced, the increased rigidity is particularly important for the super high-rise building, the lateral displacement of the structure can be effectively limited, and the service life of the super high-rise building is prolonged. The overall stability is improved.

Description

Technical Field

[0001] This utility model relates to the technical field of full-frame supported shear wall structures, and in particular to a full-frame supported shear wall structure and a full-frame supported thick plate conversion structure suitable for super high-rise buildings. Background Technology

[0002] With the acceleration of urbanization and the increasing scarcity of land resources, in recent years, Guangdong, Shenzhen and other regions have actively explored the construction model of developing properties on subway depots. Given the special requirements of subway depots for space utilization and construction technology, these superstructures are almost never in direct contact with the ground. Therefore, it is necessary to arrange transfer structures in the superstructures of the depots.

[0003] Thick slab transfer structures emerged in this context and have distinguished themselves with their unique advantages. Thick slab transfer structures are characterized by flexible layout, allowing for the design and construction of superstructures without being restricted by the grid lines of the lower building. This structural form makes full use of limited land resources, enabling the rational combination of different types of buildings, thereby improving the efficiency of urban space utilization. Furthermore, thick slab transfer structures can meet the diverse needs of owners; whether for residential, commercial, or office use, this flexible transfer structure can achieve optimal functional zoning and spatial layout.

[0004] Traditional transfer structures, such as beam-type transfer floor structures and truss-type transfer structures, have many limitations. Beam-type transfer floor structures, due to their large height, occupy a large amount of vertical space, thereby reducing the net height of the superstructure and affecting the functional layout of the building. In addition, beam-type transfer floors have limited span and load-bearing capacity, making it difficult to adapt to complex and ever-changing building requirements. Although truss-type transfer structures provide a large span in some cases, their construction is complex and costly, and they have strict requirements on the axis grid of the lower building, which restricts the design of the superstructure and reduces its flexibility.

[0005] Therefore, this utility model solves the above problems by providing a fully framed shear wall structure and a fully framed thick plate conversion structure suitable for super high-rise buildings. Utility Model Content

[0006] This utility model addresses the numerous limitations of common building structures in terms of space utilization and seismic resistance. It proposes a full-frame supported shear wall structure with thick plate conversion and a full-frame supported thick plate conversion structure. The main purpose of this structural design is to solve the problem of insufficient rigidity and flexibility in the vertical structure layout of traditional buildings, while enhancing the overall seismic performance of the building.

[0007] To achieve the above objectives, this utility model provides the following technical solution: a fully framed shear wall structure suitable for super high-rise buildings, comprising:

[0008] The frame supports are arranged in several groups and are perpendicular to the ground.

[0009] A thick plate transition layer is laid and cast on top of several sets of frame columns;

[0010] Shear wall, which is cast and installed on top of the thick slab transfer layer.

[0011] Preferably, the frame support column is composed of several sets of column longitudinal bars, composite hoops, and column steel. The multiple sets of column longitudinal bars are arranged evenly on all four sides around the frame support column. The column longitudinal bars and composite hoops are connected by binding. The composite hoops and multiple sets of column longitudinal bars form a column steel cage. The column steel cage is placed inside the frame support column. A column steel is arranged longitudinally at the center of the column steel cage. The column steel is positioned at the center of the composite hoops.

[0012] Preferably, the column steel includes a cross-shaped support channel steel located at the center of the frame support column, and each side of the cross-shaped support channel steel is integrally formed with a positioning steel beam. The side of the positioning steel beam is arranged inside the composite hoop, and both the positioning steel beam and the composite hoop are longitudinally arranged inside the frame support column.

[0013] Preferably, the shear wall includes a steel plate shear wall and a regular shear wall, with the steel plate shear wall arranged at the outer end of the shear wall.

[0014] This utility model also provides a full-frame supported thick plate conversion structure suitable for super high-rise buildings, which is applied in the full-frame supported shear wall structure as described above. The full-frame supported thick plate conversion structure includes a thick plate conversion layer and a steel plate shear wall. The thick plate conversion layer is composed of a first support unit, a second support unit and a hidden beam arranged in parallel. The first support unit and the second support unit have the same structure.

[0015] The first support unit includes a core area corresponding to the shear wall. The portion of the thick plate transfer layer other than the core area is set as a non-core area. The shear wall is positioned by anchoring steel bars and cast and installed in the core area by on-site casting.

[0016] Furthermore, the first support unit is formed by overlapping horizontal beams and longitudinal beams arranged in an alternating manner on a horizontal plane, and the overlapping parts of the upper and lower sets of horizontal beams and longitudinal beams are anchored to the hidden beams. The upper and lower sets of horizontal beams and the upper and lower sets of longitudinal beams are anchored together by tie rods.

[0017] The core area is assembled by overlapping reinforced crossbeams, reinforced longitudinal beams and reinforced concealed beams, and an elevator shaft reinforcement beam is arranged in the middle of the core area.

[0018] Preferably, each set of crossbeams and longitudinal beams is laid with double-layer steel reinforcement, and the tie bars and concealed beams are longitudinally supported between the first support unit and the second support unit, and are cast in place.

[0019] Preferably, the thick plate transition layer is poured with C30 concrete, and the shear wall is poured with C40-C60 concrete.

[0020] The technical effects and advantages of this utility model are as follows:

[0021] 1. This utility model introduces a thick plate transfer layer in the design of a full-frame supported shear wall structure, which realizes the effective connection between the upper and lower parts of the structure and optimizes the mechanical performance. The application of the thick plate transfer layer not only provides greater design freedom, but also allows the upper building to achieve diversified spatial layouts without being directly affected by the lower structure. This design greatly improves the configurability and functionality of the building space and adapts to the changing needs of building use.

[0022] 2. In this utility model, the core of the frame column of the full-frame thick plate conversion structure is arranged with cross-shaped steel. The cross-shaped steel, through its special geometry, significantly enhances the bending and compressive strength of the frame column. Due to the large moment of inertia of the cross-shaped steel section, it can provide higher resistance when bearing vertical and horizontal loads. At the same time, the use of cross-shaped steel greatly improves the stiffness of the frame column, which reduces the deformation of the structure under load. This increased stiffness is particularly important for super high-rise buildings, as it can effectively limit the lateral displacement of the structure and improve the overall stability.

[0023] 3. In this utility model, the shear wall connected to the full-frame supported thick plate transfer structure is arranged with steel plate shear walls, which can effectively cope with the stiffness abrupt change caused by the thick plate transfer layer and the stress concentration problem of the bottom shear wall. This design improves the shear and seismic performance and overall stiffness of the structure, adapts to the needs of complex structures, and can significantly improve the overall safety and economy of the building.

[0024] 4. The thick plate transfer layer in this utility model is divided into a core area and a non-core area. The plate thickness in the core area is 2.8 meters. Since the core area is directly connected to the upper shear wall structure, it bears a large vertical and horizontal load. The thick plate design enhances the seismic resistance of this area, effectively absorbing and dissipating seismic energy and reducing the damage of seismic action to the overall building. The plate thickness in the non-core area is 1 meter. The thinning design helps to lower the center of gravity of the overall structure and improve the stability of the building under seismic action. Through this zoning arrangement, the efficient transfer between the upper and lower structural forms of the building and between the shear wall and the frame-supported column is achieved, thereby significantly improving the overall seismic performance of the full frame-supported shear wall structure. The division between the core area and the non-core area can improve the efficiency of material use, optimize the structural design, and ensure the stability and safety of the structure. Attached Figure Description

[0025] Figure 1 This is a schematic diagram of the overall assembly structure of this utility model;

[0026] Figure 2 This is a top view of the thick plate conversion layer structure of this utility model;

[0027] Figure 3 This is a schematic diagram of the longitudinal cross-sectional structure of the thick plate transition layer of this utility model;

[0028] Figure 4 This is a top view of the shear wall structure of this utility model;

[0029] Figure 5 This is a cross-sectional structural diagram of the first embodiment of the frame support column of this utility model;

[0030] Figure 6 This is a cross-sectional structural diagram of the second embodiment of the frame support column of this utility model.

[0031] In the diagram: 1. Frame support column; 101. Column longitudinal reinforcement; 102. Composite stirrup; 103. Column steel; 2. Thick plate transfer layer; 201. Core area; 202. Non-core area; 203. Horizontal beam; 204. Longitudinal beam; 205. Hidden beam; 206. Reinforced horizontal beam; 207. Reinforced longitudinal beam; 208. Reinforced hidden beam; 209. Elevator shaft reinforcement beam; 210. First support unit; 211. Second support unit; 212. Tie bar; 3. Shear wall; 301. Steel plate shear wall; 302. Ordinary shear wall; 303. Anchor reinforcement. Detailed Implementation

[0032] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present utility model. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. All other embodiments obtained by those skilled in the art based on the embodiments of the present utility model without creative effort are within the protection scope of the present utility model.

[0033] Example 1

[0034] This utility model provides, for example Figure 1 The illustrated fully framed shear wall structure suitable for super high-rise buildings includes:

[0035] Frame support column 1, the frame support column 1 is set in several groups, and the frame support column 1 is perpendicular to the ground;

[0036] Thick plate transition layer 2 is laid and cast on top of several sets of frame columns 1;

[0037] Shear wall 3 is cast and installed on top of thick plate transfer layer 2.

[0038] In the actual construction process, a thick plate transfer layer 2 was introduced into the structural design, which realized the effective connection between the upper and lower parts of the structure and the optimization of mechanical performance. The application of the thick plate transfer layer 2 not only provides greater design freedom, but also allows the superstructure to achieve diversified spatial layouts without being directly affected by the lower structure. This design greatly improves the configurability and functionality of the building space and adapts to the changing needs of building use.

[0039] Please see Figure 1 , Figure 5 and Figure 6 The frame support column 1 is composed of several sets of column longitudinal bars 101, composite hoops 102 and column steel 103. The multiple sets of column longitudinal bars 101 are arranged evenly on all four sides around the frame support column 1. The column longitudinal bars 101 and composite hoops 102 are connected by binding. The composite hoops 102 and the multiple sets of column longitudinal bars 101 form a column steel cage. The column steel cage is placed inside the frame support column 1. The column steel 103 is arranged longitudinally at the center of the column steel cage. The column steel 103 is positioned at the center of the composite hoops 102.

[0040] The column steel 103 includes a cross-shaped support channel steel located at the center of the frame support column 1, and each side of the cross-shaped support channel steel is integrally formed with a positioning steel beam. The side of the positioning steel beam is arranged inside the composite hoop 102, and the opposing positioning steel beams are arranged in parallel. Both the positioning steel beam and the composite hoop 102 are arranged longitudinally inside the frame support column 1.

[0041] A cross-shaped support channel steel is arranged at the core of the frame column 1. The cross-shaped support channel steel, through its special geometry, significantly enhances the bending and compressive resistance of the frame column 1. Due to the large moment of inertia of the cross-shaped support channel steel, it can provide higher resistance when bearing vertical and horizontal loads. At the same time, the use of cross-shaped support channel steel greatly improves the stiffness of the frame column. Combined with the use of positioning steel beams, it can significantly increase the number of support points and improve the support strength, thereby reducing the deformation of the structure under load. This increased stiffness is particularly important for super high-rise buildings, as it can effectively limit the lateral displacement of the structure and improve the overall stability.

[0042] It is worth noting that, please refer to Figure 5 The side of the positioning steel beam does not abut against the composite hoop 102, which facilitates concrete filling using the cast-in-place process, making it easier to cast in place, increasing the amount of concrete filling, and improving strength. Please refer to [link / reference]. Figure 6 The side of the positioning steel beam is connected to the composite hoop 102 by steel wire, which increases the lateral shear resistance of the foundation structure. After the concrete is poured based on the cast-in-place process, the support strength and bending resistance of the overall frame support column 1 are improved.

[0043] Please see Figure 4 The shear wall 3 includes a steel plate shear wall 301 and a regular shear wall 302. The steel plate shear wall 301 is arranged at the outer wall end of the shear wall 3. The part of the shear wall connecting the shear wall 3 and the thick plate transfer layer 2 is arranged as a steel plate shear wall 301, which can effectively cope with the stiffness change caused by the thick plate transfer layer 2 and the stress concentration problem of the bottom shear wall. It is specifically designed according to the building shape of the superstructure. This design improves the shear and seismic performance and overall stiffness of the structure, adapts to the needs of complex structures, and can significantly improve the overall safety and economy of the building.

[0044] Example 2

[0045] Please see Figure 2 and Figure 3 This embodiment discloses a full-frame supported thick plate transfer structure suitable for super high-rise buildings, applied to the full-frame supported shear wall structure disclosed in Embodiment 1. The full-frame supported thick plate transfer structure includes a thick plate transfer layer 2 and a steel plate shear wall 301. The steel plate shear wall 301 can more effectively absorb and dissipate seismic energy, thereby reducing structural vibration and damage. The thick plate transfer layer 2 is composed of a first support unit 210, a second support unit 211 and a hidden beam 205 arranged in parallel. The first support unit 210 and the second support unit 211 have the same structure. After adopting a double-layer structure and casting in place, the support strength of the thick plate transfer layer 2 is greatly enhanced. The thick plate transfer layer 2 is cast with C30 concrete, and the shear wall 3 is cast with C50 concrete.

[0046] Please see Figure 2 and Figure 3 The first support unit 210 includes a core area 201 corresponding to the shear wall 3. The part of the thick plate transfer layer 2 other than the core area 201 is set as a non-core area 202. The shear wall 3 is positioned by anchoring steel bars 303 and cast in the core area 201 by on-site casting. The first support unit 210 is formed by overlapping horizontal beams 203 and longitudinal beams 204 arranged in a staggered manner on the horizontal plane. The overlapping parts of the upper and lower sets of horizontal beams 203 and longitudinal beams 204 are anchored to the hidden beams 205.

[0047] The 205 hidden beam can significantly improve the shear resistance of the structure, reduce the risk of shear failure, reduce the deformation of the structure under load, improve the overall stability, and help enhance the seismic performance of the structure.

[0048] The upper and lower sets of horizontal beams 203 and the upper and lower sets of longitudinal beams 204 are anchored by tie bars 212. Each set of horizontal beams 203 and longitudinal beams 204 is laid with double-layer steel bars. The tie bars 212 and the hidden beams 205 are longitudinally supported between the first support unit 210 and the second support unit 211, and are cast in place.

[0049] The thick plate transfer layer 2 has double rows of bidirectional steel bars at the top and bottom to ensure uniform stress in all directions of the overall structure. The double rows of steel bars significantly improve the tensile and shear resistance of the thick plate transfer layer 2, increase the overall stiffness and strength of the structure, help to better control the generation and propagation of cracks, maintain the integrity and stability of the thick plate transfer layer 2, extend the service life of the structure, and reduce maintenance costs.

[0050] Tie bars 212 are used to fix the double rows of bidirectional steel bars at the top and bottom together, so that the first support unit 210 and the second support unit 211 form an integral steel reinforcement skeleton. This fixing method not only ensures the stability of the steel bars, but also improves the integrity and structural performance of the thick plate transfer layer 2. The anchoring steel bars 303 of the shear wall 3 extend to the bottom of the thick plate transfer layer 2 and are anchored on the first support unit 210, while being anchored at 90 degrees. This anchoring method improves the gripping force of the anchoring steel bars 303, so that the shear wall 3 and the thick plate transfer layer 2 form an integral whole, effectively preventing the anchoring steel bars 303 from slipping and being pulled out during the stress process.

[0051] Please see Figure 2 At the core area 201, reinforced crossbeams 206, reinforced longitudinal beams 207 and reinforced hidden beams 208 are used for overlapping assembly, and elevator shaft reinforcement beams 209 are arranged in the middle of the core area 201.

[0052] The thick plate transfer layer 2 is divided into a core area 201 and a non-core area 202. The plate thickness in the core area 201 is 2.8 meters. Since the core area 201 is directly connected to the upper shear wall 3 structure, it bears a large vertical and horizontal load. The thick plate design enhances the seismic resistance of this area, effectively absorbing and dissipating seismic energy and reducing the damage of seismic action to the overall building. The plate thickness in the non-core area 202 is 1 meter. The thinning design helps to lower the center of gravity of the overall structure and improve the stability of the building under seismic action. Through this zoning arrangement, the efficient transfer between the upper and lower structural forms of the building and between the shear wall 3 and the frame-supported column 1 is achieved, thereby significantly improving the overall seismic performance of the full frame-supported shear wall structure. The division of the core area 201 and the non-core area 202 can improve the efficiency of material use, optimize the structural design, and ensure the stability and safety of the structure.

[0053] 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 fully framed shear wall structure suitable for super high-rise buildings, characterized in that, include: Frame support column (1), the frame support column (1) is set in several groups, and the frame support column (1) is perpendicular to the ground; Thick plate transition layer (2), the thick plate transition layer (2) is laid and cast on the top of several sets of frame columns (1); Shear wall (3), which is cast and installed on top of the thick plate transfer layer (2); The frame support column (1) is composed of several sets of column longitudinal bars (101), composite hoops (102) and column steel (103). The multiple sets of column longitudinal bars (101) are arranged evenly on all four sides around the frame support column (1). The column longitudinal bars (101) and composite hoops (102) are connected by binding. The composite hoops (102) and multiple sets of column longitudinal bars (101) form a column steel cage. The column steel cage is placed inside the frame support column (1). The column steel (103) is arranged longitudinally at the center of the column steel cage. The column steel (103) is positioned at the center of the composite hoops (102). The thick plate conversion layer (2) is composed of a first support unit (210), a second support unit (211) and a hidden beam (205) arranged in parallel. The first support unit (210) and the second support unit (211) have the same structure. The first support unit (210) includes a core area (201) corresponding to the shear wall (3), and the part of the thick plate transfer layer (2) other than the core area (201) is set as a non-core area (202). The shear wall (3) is positioned by anchoring steel bars (303) and is cast and installed in the core area (201) by on-site casting. The first support unit (210) is formed by overlapping horizontal beams (203) and longitudinal beams (204) arranged in a staggered manner on the horizontal plane. The overlapping parts of the upper and lower sets of horizontal beams (203) and longitudinal beams (204) are anchored to the hidden beam (205). The upper and lower sets of horizontal beams (203) and the upper and lower sets of longitudinal beams (204) are anchored to each other by tie rods (212).

2. The fully framed shear wall structure applicable to super high-rise buildings according to claim 1, characterized in that, The column steel (103) includes a cross-shaped support channel steel located at the center of the frame support column (1), and each side of the cross-shaped support channel steel is integrally formed with a positioning steel beam. The side of the positioning steel beam is arranged inside the composite hoop (102), and both the positioning steel beam and the composite hoop (102) are longitudinally arranged inside the frame support column (1).

3. The fully framed shear wall structure suitable for super high-rise buildings according to claim 2, characterized in that, The shear wall (3) includes a steel plate shear wall (301) and a regular shear wall (302), with the steel plate shear wall (301) arranged at the outer wall end of the shear wall (3).

4. A full-frame supported thick plate transfer structure suitable for super high-rise buildings, applied in the full-frame supported shear wall structure as described in claim 3, characterized in that, The full-frame supported thick plate transfer structure includes a thick plate transfer layer (2) and a steel plate shear wall (301). The core area (201) is assembled by overlapping reinforced crossbeams (206), reinforced longitudinal beams (207) and reinforced hidden beams (208), and an elevator shaft reinforcement beam (209) is arranged in the middle of the core area (201).

5. The full-frame thick plate conversion structure suitable for super high-rise buildings according to claim 4, characterized in that, Each set of crossbeams (203) and longitudinal beams (204) is reinforced with double-layer steel bars. The tie bars (212) and hidden beams (205) are longitudinally supported between the first support unit (210) and the second support unit (211) and are cast in place.

6. The full-frame supported thick plate conversion structure suitable for super high-rise buildings according to claim 5, characterized in that, The thick plate transition layer (2) is poured with C30 concrete, and the shear wall (3) is poured with C40-C60 concrete.

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