A super high-rise frame-core tube building structure

Abstract

The application relates to the technical field of super-high building structures, and discloses a super-high frame-core tube building structure which comprises an upper frame-core tube, a high-position conversion structure and a lower frame-core tube; the two ends of the core tube are connected with the upper frame-core tube and the lower frame-core tube respectively; a steel pipe concrete column is located at the outer periphery of the core tube; the upper end of the steel pipe concrete column is connected with the upper end of the core tube through a floor concrete beam; a concrete floor is arranged on the top of the floor concrete beam; the upper end of a conversion truss web member is obliquely connected with the lower end of the upper frame-core tube; the lower end of the conversion truss web member is obliquely connected with the lower end of the steel pipe concrete column; and the two ends of the steel pipe concrete column are connected with the upper frame-core tube and the lower frame-core tube respectively.The application maximizes the net height of the building and simultaneously minimizes the self weight of the structure; and the lightness, simplicity and openness of the space structure are realized.

Description

Technical Field

[0001] The present invention relates to the technical field of super high-rise building structures, and in particular to a super high-rise frame-core tube building structure. Background Art

[0002] The traditional frame-core tube structural system can no longer meet the owners' requirements for building space and usage. Seeking a new external frame form to maximize the building space has been one of the hot research issues in recent years.

[0003] Currently, the most common super-high-rise structure is the frame-core tube structure. There are various structural options for the areas outside the core tube, including solid slab floor, reinforced concrete beam-slab, steel beam + concrete slab composite floor, and reinforced concrete multi-ribbed floor. Under building conditions and limited floor heights, achieving a high net height using conventional beam-slab structural arrangements will not meet the required high net height. Solid slab floor solutions, due to their greater thickness and deadweight, are detrimental to the structure. Summary of the Invention

[0004] The purpose of the present invention is to overcome the deficiencies in the above prior art and to provide a super high-rise frame-core tube building structure.

[0005] The objectives of the present invention are achieved through the following technical solutions: A super high-rise frame-core tube building structure includes an upper frame-core tube, a high-level conversion structure and a lower frame-core tube, the high-level conversion structure includes a core tube, a steel tube concrete column, a conversion truss web, a floor concrete beam and a concrete floor slab, the two ends of the core tube are respectively connected to the upper frame-core tube and the lower frame-core tube, the steel tube concrete column is located on the outer periphery of the core tube, the upper end of the steel tube concrete column is connected to the upper end of the core tube through the floor concrete beam, the concrete floor slab is laid on the top of the floor concrete beam, the upper end of the conversion truss web is obliquely connected to the lower end of the upper frame-core tube, the lower end of the conversion truss web is obliquely connected to the lower end of the steel tube concrete column, and the two ends of the steel tube concrete column are respectively connected to the upper frame-core tube and the lower frame-core tube.

[0006] A better choice is that the upper frame-core tube includes a core tube, concrete columns, outer frame concrete beams, hollow slab floor hidden beams, hollow floor and upper underpinning structure columns. The core tube is connected to the core tube of the high-position conversion structure. The concrete columns are arranged on the outer periphery of the core tube. The concrete columns are connected to the core tube through the hollow slab floor hidden beams. The lower ends of the concrete columns are connected to the upper ends of the steel tube concrete columns to form a connection node. The upper ends of the two adjacent steel tube concrete columns are connected through the outer frame concrete beams. The outer frame concrete beams, hollow slab floor hidden beams and core tubes form a hollow floor installation frame. The hollow floor is installed on the hollow floor installation frame. The upper ends of the conversion truss webs are connected to the outer frame concrete beams to form a supporting connection. The lower ends of the upper underpinning structure columns are connected to the supporting connection.

[0007] A better choice is that the connection nodes include column longitudinal reinforcement, column dense stirrups, additional steel bars, beam reinforcement, inner lining pipe, outer pipe and the first concrete layer. The column dense stirrups, additional steel bars and beam reinforcement are connected to the column longitudinal reinforcement in sequence. The ends of the column longitudinal reinforcement are welded to the outer wall of the outer pipe, and the inner lining pipe is welded to the inner wall of the outer pipe. The first concrete layer is covered on the column longitudinal reinforcement, column dense stirrups, additional steel bars, beam reinforcement, outer pipe and inner lining pipe.

[0008] A better choice is that the hollow floor includes a first slab surface reinforcement, a first core mold, a first tension reinforcement, a first slab bottom reinforcement and a second concrete layer. The first slab surface reinforcement and the first slab bottom reinforcement are respectively arranged at both ends of the first core mold. The first slab surface reinforcement is connected to the first slab bottom reinforcement through the first tension reinforcement. The bottom of the first core mold is provided with a first drainage hole. The first slab surface reinforcement, the first core mold, the first tension reinforcement and the first slab bottom reinforcement are all covered by the second concrete layer.

[0009] A better choice is that the lower frame-core tube includes floor steel beams, composite floor, steel tube concrete columns, outer frame steel beams and core tubes. The upper end of the steel tube concrete column is connected to the lower end of the steel tube concrete column of the high-position transfer structure, and the two adjacent steel tube concrete columns are connected by outer frame steel beams. The steel tube concrete column is connected to the core tube through the floor steel beams. The composite floor is laid on the floor steel beams. The outer frame steel beams, core tube and floor steel beams form a composite floor installation frame, and the composite floor is installed on the composite floor installation frame.

[0010] For a better choice, the width of the core tube should not be less than 1 / 15 of the structure height.

[0011] For a better choice, the horizontal and vertical distributed reinforcement ratio of the core tube should be ≥0.6%.

[0012] A better option is to convert the cross-section of the truss web into a box-type structure.

[0013] The present invention has the following advantages and beneficial effects compared to the prior art:

[0014] The present invention can change the classic super-high-rise frame-core tube building structure from the bottom to the top according to the building function requirements through the lower frame-core tube, the high-position conversion structure and the upper frame-core tube, and make full use of the high-position conversion layer structure for transition, so as to ensure the effective transmission of vertical load force, make full use of the material properties, and have a high bearing capacity and good economic effect; cleverly utilize the super-high-rise refuge layer to partially convert the columns required for the upper high-end supporting facilities by setting up a high-position conversion structure, and at the same time adopt a hollow flat floor between the outer frame and the core tube to form a beamless and column-free open space, which meets the requirements of flexible arrangement of subsequent use of the building function, maximizes the building's higher net height, and minimizes the structure's own weight; and realizes the architect's high pursuit of lightness, simplicity and openness of the spatial structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 This is a schematic diagram of a high-position transfer layer structure of a super-high-rise frame-core tube building structure according to the present invention;

[0016] Figure 2 This is a schematic plan view of an office floor of a super high-rise frame-core tube building structure according to the present invention;

[0017] Figure 3 This is a schematic plan view of a refuge floor of a super high-rise frame-core tube building structure according to the present invention;

[0018] Figure 4 This is a schematic plan view of a transfer layer of a super high-rise frame-core tube building structure according to the present invention;

[0019] Figure 5 This is a schematic plan view of a supporting layer of a super high-rise frame-core tube building structure according to the present invention;

[0020] Figure 6 for Figure 3 or Figure 4 A cross-sectional view at point A;

[0021] Figure 7 for Figure 3 or Figure 4 A cross-sectional view at point B;

[0022] Figure 8 for Figure 6 or Figure 7 Cross-sectional view at point C;

[0023] Figure 9 This is a schematic diagram of a hollow floor of a super high-rise frame-core tube building structure according to the present invention;

[0024] Figure 10 This is a schematic diagram of a connection node of a super high-rise frame-core tube building structure according to the present invention;

[0025] Figure 11 This is a schematic diagram of the connection between the steel bars and the steel tube wall of a super high-rise frame-core tube building structure of the present invention;

[0026] Figure 12 This is a schematic diagram of the connection between the combined floor slab and the floor steel beams of a super high-rise frame-core tube building structure of the present invention;

[0027] The markings of the components in the attached drawings are as follows: 1-core tube; 2-concrete-filled steel tube column; 201-inner lining tube; 202-outer tube; 3-external frame steel beam; 4-floor steel beam; 5-composite floor; 501-shear stud; 502-concrete floor slab; 6-concrete column; 601-column longitudinal reinforcement; 602-column reinforcement stirrups; 603-additional reinforcement; 7-external frame concrete beam; 701-H-shaped steel frame; 702-stud; 703-beam body; 704- Beam reinforcement; 8-floor concrete beam; 9-concrete floor; 10-upper supporting structural column; 11-hollow slab floor hidden beam; 12-hollow floor; 1201-first slab surface reinforcement; 1202-first core formwork; 1203-first tension reinforcement; 1204-first slab bottom reinforcement; 1205-first drainage and air leakage hole; 1206-second concrete layer; 13-connection node; 14-conversion truss web; 15-connection between steel bar and steel pipe wall. DETAILED DESCRIPTION

[0028] The purpose of the present invention is described in further detail below with reference to the accompanying drawings and specific examples. The examples cannot be described one by one here, but the implementation methods of the present invention are not limited to the following examples.

[0029] like Figure 1 、 3As shown in Figures 4, 6, and 7, a super-high-rise frame-core tube building structure includes an upper frame-core tube, a high-level transfer structure, and a lower frame-core tube, which are connected in sequence. The upper frame-core tube includes a core tube 1, concrete columns 6, outer frame concrete beams 7, hollow slab floor concealed beams 11, hollow floor slabs 12, and upper underpinning structure columns 10. The high-level transfer structure includes a core tube 1, steel tube concrete columns 2, transfer truss webs 14, floor concrete beams 8, and concrete floor slabs 9, with the transfer truss webs 14 having a box-shaped cross-section. The lower frame-core tube includes a core tube 1, floor steel beams 4, steel tube concrete columns 2, outer frame steel beams 3, and a composite floor slab 5. The steel tube concrete columns 2 are arranged on the periphery of the core tube 1. The upper end of the core tube 1 of the high-level transfer structure is connected to the lower end of the core tube 1 of the upper frame-core tube. The lower end of the core tube 1 of the high-level transfer structure is connected to the upper end of the core tube 1 of the lower frame-core tube. The upper end of the steel tube concrete column 2 is connected to the upper end side of the core tube 1 through the floor concrete beam 8. The concrete floor slab 9 is laid on top of all the floor concrete beams 8. The floor thickness of the concrete floor slab 9 is greater than 120mm, and it is preferably reinforced with double layers and two directions. The reinforcement ratio of each layer in each direction should not be less than 0.25%. The lower end of the concrete column 6 is connected to the upper end of the steel tube concrete column 2 to form a connection node 13. The upper end side of two adjacent steel tube concrete columns 2 is connected by the outer frame concrete beam 7. The lower end side of two adjacent steel tube concrete columns 2 is connected by the outer frame steel beam 3. The lower end of the steel tube concrete column 2 of the high-level transfer structure is connected to the top of the steel tube concrete column 2 of the lower frame-core tube. The lower end side of the core tube 1 of the high-level transfer structure is connected to the lower end side of the steel tube concrete column 2 through the floor steel beam 4 of the lower frame-core tube. All composite floor slabs 5 are laid on top of the floor steel beam 4. The transfer truss webs 14 are arranged at an angle. Their upper ends connect to the outer frame concrete beams 7, forming a supporting joint. Their lower ends connect to the concrete-filled steel tube columns 2. Depending on design requirements, the lower ends of the upper underpinning columns 10 can be connected to the top of the supporting joint. The outer frame steel beams 3, concrete-filled steel tube columns 2, and outer frame concrete beams 7 form a composite floor installation frame, upon which the composite floor 5 is mounted.

[0030] The high-level transfer structure provides additional support for the upper underpinning columns 10 and provides a refuge (i.e., a refuge floor), completing the transition from the lower frame-core tube to the upper frame-core tube. The lower frame-core tube is used for offices (i.e., the office floor). The upper frame-core tube serves as a high-end supporting facility (i.e., the supporting floor).

[0031] like Figure 10As shown, each connection node 13 includes column longitudinal reinforcement 601, column reinforcement stirrups 602, additional reinforcement 603, beam reinforcement 704, inner lining tube 201, outer tube 202, and a first concrete layer. The column longitudinal reinforcement 601, column reinforcement stirrups 602, and additional reinforcement 603 are part of the concrete column 6. The beam reinforcement 704 is part of the outer frame concrete beam 7. The inner lining tube 201 and outer tube 202 are part of the steel tube concrete column 2. The column reinforcement stirrups 602, additional reinforcement 603, and beam reinforcement 704 are connected to the column longitudinal reinforcement 601 from top to bottom, and the ends of the column longitudinal reinforcement 601 are welded to the outer wall of the outer tube 202. The inner lining tube 201 is welded to the inner wall of the outer tube 202. The first concrete layer covers the column longitudinal reinforcement 601, column reinforcement stirrups 602, additional reinforcement 603, beam reinforcement 704, outer tube 202, and inner lining tube 201.

[0032] like Figure 2 As shown, the lower frame - the core tube is a multi-layer office floor, and the multi-layer office floors are stacked in sequence from bottom to top, with a total of forty-one floors. Each office floor includes a core tube 1, steel tube concrete columns 2, outer frame steel beams 3, floor steel beams 4 and a composite floor slab 5. The upper end of the steel tube concrete column 2 is connected to the lower end of the steel tube concrete column 2 of the high-level conversion structure, and the top of the core tube 1 of the office floor is connected to the bottom of the core tube 1 of the high-level conversion structure. The steel tube concrete column 2 is located on the outer periphery of the core tube 1, and the lower end side surface of the steel tube concrete column 2 is connected to the lower end side surface of the core tube 1 through the floor steel beam 4. The composite floor slab 5 is laid on top of the floor steel beam 4.

[0033] like Figure 5 As shown, the upper frame-core tube is a multi-layer supporting layer, and the multi-layer supporting layers are stacked in sequence from bottom to top. Each supporting layer includes a core tube 1, concrete columns 6, outer frame concrete beams 7, floor concrete beams 8, hollow slab floor hidden beams 11 and hollow floor 12. The bottom of the core tube 1 of the supporting layer is connected to the top of the core tube 1 of the high-level conversion structure. The concrete columns 6 are all located on the outer periphery of the core tube 1. The lower end side of the concrete column 6 of the supporting layer is connected to the bottom side of the core tube 1 of the supporting layer through the hollow slab floor hidden beam 11. The outer frame concrete beam 7, the hollow slab floor hidden beam 11 and the core tube 1 form a hollow floor installation frame, and the hollow floor is installed on the hollow floor installation frame. The lower end of the concrete column 6 of the supporting layer is connected to the upper end of the steel tube concrete column 2 of the high-level conversion structure, and the lower end of the upper supporting structure column 10 of the upper frame-core tube is connected to the outer frame concrete beam 7 of the high-level conversion structure. In order to improve the ductility of concrete column 6, the stirrups are denser throughout the entire height, and the volume stirrup ratio is controlled to be no less than 1.5%.

[0034] Core tube 1 is used to bear part of the gravity load and most of the horizontal load. Core tube 1 must have sufficient lateral stiffness, bearing capacity, deformation capacity, and ductility. All core tubes 1 in this implementation are required to improve the distribution reinforcement ratio and tie bar configuration requirements of the core tube 1 wall. The horizontal and vertical distribution reinforcement ratio of the core tube 1 outer wall at the bottom reinforcement part of the core tube 1 should not be less than 0.6%, and the hidden column reinforcement ratio is increased to 1.6%; the horizontal and vertical distribution reinforcement ratio of the shear wall in other parts of the core tube 1 should not be less than 0.4%.

[0035] like Figure 9 As shown, the hollow floor 12 is provided with first surface reinforcement 1201, a first core mold 1202, first tie bars 1203, first bottom reinforcement 1204, and a second concrete layer. The first surface reinforcement 1201 and first bottom reinforcement 1204 are respectively disposed at the upper and lower ends of the first core mold 1202. The first surface reinforcement 1201 is connected to the first bottom reinforcement 1204 via the first tie bars 1203. A first drainage hole 1205 is provided at the bottom of the first core mold 1202. The first surface reinforcement 1201, first core mold 1202, first tie bars 1203, and first bottom reinforcement are all covered by the second concrete layer.

[0036] In this embodiment, the building structure below the 42nd floor is a high-level conversion structure and a lower frame-core tube (i.e., the office floor). Its total height is 193.5 meters, and it consists of steel tube concrete columns 2, outer frame steel beams 3, floor steel beams 4, composite floor slabs 5 and core tube 1. A high-level conversion structure is set on the 41st refuge floor to convert the upper supporting structure columns 10 of the upper frame-core tube. From the 42nd floor and above (i.e., the supporting floor), the height of 10 floors is 39 meters, and it consists of concrete columns 6, outer frame concrete beams 7, upper supporting structure columns 10, hollow slab floor hidden beams 11, hollow floor slabs 12 and core tube 1. The horizontal force and the resulting overturning bending moment are borne by the core tube 1 and concrete columns 6. According to the functional requirements of the building, the main floor height of the lower part of the tower below 41 floors (i.e., office floors) is 4.5 meters, and its main function is office. The floor height of the upper part of the tower above 42 floors (i.e., supporting floors) is 3.9 meters, and its main function is high-end supporting facilities. The upper floor height changes and the functional requirements change. The architectural structure of this embodiment partially converts the columns required for the upper high-end supporting facilities by setting a high-position conversion structure. At the same time, a hollow flat floor is used between the outer frame and the core tube 1 to form an open space without beams and columns, meeting the requirements of flexible arrangement of subsequent use of the building function, maximizing the net height of the building, and minimizing the deadweight of the structure. The architectural structure in this embodiment is to solve the problems of the existing frame-core tube structure changing from the bottom to the top of the building function, having high requirements for the building space, and needing to obtain a high net height and flexible use space.

[0037] The present invention provides an innovative super-high-rise frame-core tube building structure system. The key points of this system are: 1) the classic super-high-rise frame-core tube building structure is modified from the bottom to the top according to the building's functional requirements, making full use of the high-level transfer layer structure for transition, ensuring the effective transmission of vertical loads and fully utilizing the material properties, with high load-bearing capacity and good economic benefits; 2) the system cleverly utilizes the super-high-rise refuge floor to partially convert the columns required for the upper high-end supporting facilities through the high-level transfer structure. At the same time, a hollow flat floor is used between the outer frame and the core tube to form a beamless and column-free open space, meeting the requirements for flexible layout of subsequent building functions, maximizing the building's high net height, and minimizing the structure's deadweight. This system realizes the architect's high pursuit of lightness, simplicity, and openness in spatial structure.

[0038] The technical effects of the building structure in this embodiment are as follows:

[0039] To achieve the seismic design goal of "no damage in minor earthquakes, repairable in moderate earthquakes, and survivable in major earthquakes" and improve the seismic safety of the structure, this building structure undergoes a performance-based design for the lateral force-resisting structure. In accordance with the "Technical Code for Concrete Structures of High-rise Buildings" of Guangdong Province (DBJ / T 15-92-2021), the seismic performance target is set at Class C. The performance levels and performance targets of structural components under various levels of earthquake action are shown in Table 1.

[0040] Table 1 C-level seismic performance level of structural components

[0041]

[0042] Verification calculations during both moderate and major earthquakes consider only the combination of vertical loads and seismic action, not the combination of seismic action and wind loads. The equivalent elastic method is used for calculation of internal forces during moderate earthquakes, while the equivalent elastic method and elastoplastic dynamic time-history analysis methods are used for calculation of internal forces during major earthquakes, respectively.

[0043] The above specific implementation manner is a preferred embodiment of the present invention and does not limit the present invention. Any other changes or other equivalent replacement methods that do not deviate from the technical solution of the present invention are included in the protection scope of the present invention.

Claims

1. A super high-rise frame-core tube building structure, characterized by: The structure comprises an upper frame-core tube, a high-position conversion structure and a lower frame-core tube. The high-position conversion structure comprises a core tube, a steel tube concrete column, a conversion truss web, a floor concrete beam and a concrete floor slab. The two ends of the core tube are respectively connected to the upper frame-core tube and the lower frame-core tube. The steel tube concrete column is located on the outer periphery of the core tube. The upper end of the steel tube concrete column is connected to the upper end of the core tube through the floor concrete beam. The concrete floor slab is laid on the top of the floor concrete beam. The upper end of the conversion truss web is obliquely connected to the lower end of the upper frame-core tube. The lower end of the conversion truss web is obliquely connected to the lower end of the steel tube concrete column. The two ends of the steel tube concrete column are respectively connected to the upper frame-core tube and the lower frame-core tube. The upper frame-core tube includes a core tube, concrete columns, outer frame concrete beams, hollow slab floor hidden beams, hollow floor and upper underpinning structure columns. The core tube is connected to the core tube of the high-position conversion structure. The concrete columns are arranged on the outer periphery of the core tube. The concrete columns are connected to the core tube through the hollow slab floor hidden beams. The lower ends of the concrete columns are connected to the upper ends of the steel tube concrete columns to form a connection node. The upper ends of the two adjacent steel tube concrete columns are connected through the outer frame concrete beams. The outer frame concrete beams, hollow slab floor hidden beams and core tubes form a hollow floor installation frame. The hollow floor is installed on the hollow floor installation frame. The upper ends of the conversion truss webs are connected to the outer frame concrete beams to form a supporting connection. The lower ends of the upper underpinning structure columns are connected to the supporting connection.

2. A super high-rise frame-core tube building structure according to claim 1, characterized in that: The connection nodes include column longitudinal reinforcement, column dense stirrups, additional steel bars, beam reinforcement, inner lining pipe, outer pipe and the first concrete layer. The column dense stirrups, additional steel bars and beam reinforcement are connected to the column longitudinal reinforcement in sequence. The ends of the column longitudinal reinforcement are welded to the outer wall of the outer pipe, and the inner lining pipe is welded to the inner wall of the outer pipe. The first concrete layer is covered on the column longitudinal reinforcement, column dense stirrups, additional steel bars, beam reinforcement, outer pipe and inner lining pipe.

3. A super high-rise frame-core tube building structure according to claim 1, characterized in that: The hollow floor includes a first slab surface reinforcement, a first core mold, a first tension reinforcement, a first slab bottom reinforcement and a second concrete layer. The first slab surface reinforcement and the first slab bottom reinforcement are respectively arranged at both ends of the first core mold. The first slab surface reinforcement is connected to the first slab bottom reinforcement through the first tension reinforcement. A first drainage hole is provided at the bottom of the first core mold. The first slab surface reinforcement, the first core mold, the first tension reinforcement and the first slab bottom reinforcement are all covered by the second concrete layer.

4. A super high-rise frame-core tube building structure according to claim 1, characterized in that: The lower frame-core tube includes floor steel beams, composite floor, steel tube concrete columns, outer frame steel beams and core tubes. The upper ends of the steel tube concrete columns are connected to the lower ends of the steel tube concrete columns of the high-position transfer structure. The two adjacent steel tube concrete columns are connected by outer frame steel beams. The steel tube concrete columns are connected to the core tube through floor steel beams. The composite floor is laid on the floor steel beams. The outer frame steel beams, core tube and floor steel beams form a composite floor installation frame. The composite floor is installed on the composite floor installation frame.

5. A super high-rise frame-core tube building structure according to any one of claims 1 and 4, characterized in that: The width of the core tube should not be less than 1 / 15 of the structure height.

6. A super high-rise frame-core tube building structure according to any one of claims 1 and 4, characterized in that: The horizontal and vertical distributed reinforcement ratio of the core tube is ≥0.6%.

7. A super high-rise frame-core tube building structure according to claim 1, characterized in that: The cross section of the web of the conversion truss is a box-type structure.

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