Gravity-resisting overturning structure for high-rise buildings and design method thereof

Abstract

This invention relates to an anti-overturning structure for high-rise buildings and its design method. The structure includes: a transfer truss, installed in the structural reinforcement layer of the high-rise building; and delayed-installation columns, pre-positioned between adjacent structural reinforcement layers to vertically define an independent load-bearing section. During the construction phase, the delayed-installation columns are not installed initially. The floors above and below the transfer truss within the load-bearing section are connected to the transfer truss, allowing the load-bearing section to achieve self-balancing transfer of gravity loads through the transfer truss. After the constant load on the load-bearing section is applied, the delayed-installation columns are installed, connecting them to the vertical load-bearing structures of the floors above and below, thus forming part of the overall lateral force resisting system. This invention effectively solves the structural safety hazards caused by the eccentricity of the shape in "gravity-overturning" high-rise buildings by reconstructing the gravity load transfer path, improving the stress performance and overall stability of such buildings under long-term loads.

Description

Technical Field

[0001] This invention relates to the field of architectural design technology, and in particular to an anti-overturning structure for high-rise buildings and its design method. Background Technology

[0002] The development of cities demonstrates that once economic construction and functional improvement reach a certain stage, the pursuit of landmark buildings becomes an inherent need to showcase the city's spirit and enhance spatial quality. Buildings with unique shapes, serving as visual anchors of the city's image, often break free from the constraints of traditional square forms through techniques such as the receding, twisting, and cutting of volumes, creating skylines rich in sculptural beauty and dynamic aesthetics. However, architectural innovation is not an isolated aesthetic exercise; it is inevitably deeply coupled with structural logic. When forms break through the traditional paradigms of symmetry and balance, structural design faces significant technical challenges. Among these, "gravity-overturning" high-rise buildings present a particularly significant challenge to structural design.

[0003] "Gravity overturning type" high-rise buildings specifically refer to buildings whose shape or functional design causes their own gravity load (i.e., self-weight and live load) to no longer be merely a downward-transmitted vertical pressure, but to generate a moment that causes the building as a whole or in parts to overturn. Figure 1 and Figure 2 As shown.

[0004] The main challenges in structural design for "gravity overturning" high-rise buildings are reflected in the following aspects:

[0005] 1) Abrupt changes and transformations in the vertical load transfer path

[0006] Conventional high-rise buildings consist of a core tube 1 and an outer frame 2. The vertical load-bearing structure 3 (such as columns and walls) of the outer frame 2 is continuous from top to bottom, allowing gravity to be smoothly transferred to the foundation. In gravity-overturning buildings (such as high-level cantilevered structures and mega-transfer structures), the vertical load-bearing structure is suddenly interrupted or turned at a certain floor. The weight of the upper part needs to be "supported" or "transferred" to the discontinuous support points below through transfer components 4 (such as mega-transfer beams, transfer trusses, inclined columns, and lapped columns).

[0007] Design challenges: The conversion component 4 itself is subjected to huge and complex forces (bending, shearing and torsion coexist), and its deformation (such as deflection) will directly affect the additional internal forces of the upper positioning component, so strict deflection control and stress analysis are required.

[0008] 2) The "P-Δ effect" under gravity load is significant.

[0009] The P-Δ effect (second-order gravity effect) refers to the phenomenon where, after a structure undergoes horizontal displacement under lateral forces, the vertical gravity load (P) multiplied by the lateral displacement (Δ) generates an additional overturning moment. For buildings with a severely skewed center of gravity, even under vertical loads in the absence of wind or earthquakes, the eccentric gravity load itself will cause an initial horizontal displacement (Δ0) in the structure. This initial Δ0, combined with the enormous gravity P, produces an "initial second-order gravity effect."

[0010] Design challenges: The design must accurately calculate the additional internal forces directly caused by gravitational eccentricity and ensure that the structure does not become unstable during gravity loading. This is almost negligible in conventional symmetrical buildings.

[0011] 3. Zero-stress zone of foundation and pull-out design control

[0012] This is a direct indicator for measuring the overall overturning safety of a building. The superposition of the gravity overturning moment and the overturning moment generated by horizontal loads (wind, earthquake) will generate huge pressure on one side of the foundation bottom surface, while generating huge uplift force on the other side, which may cause the foundation to separate from the foundation soil (i.e., the appearance of a zero stress zone).

[0013] Design challenges: Codes impose strict limitations on the area of ​​zero-stress zones (e.g., buildings with a height-to-width ratio greater than 4 should not have zero-stress zones). To meet this requirement, the design needs to: increase the foundation's plan dimensions or depth to increase the overturning arm; install pull-out piles or pull-out anchors, relying on pile side friction or anchor tension to resist upward pull-out forces and prevent the building from being uprooted; and strictly control differential ground settlement to avoid foundation tilting due to eccentric pressure.

[0014] 4) High stress concentration and fatigue problems in key components

[0015] The effects of gravity overturning are often concentrated on a few critical components. For example, the internal forces (axial force, bending moment) at the root of a cantilever structure, the nodes of a transfer truss, and the base of a supporting mega-column are often several times or even tens of times greater than those in conventional components. These components not only require extremely high strength, but also face the potential risk of fatigue damage due to the long-term, repeated nature of gravity loads (such as changes in live loads from personnel and equipment).

[0016] Design challenges: These critical components are typically designated as "critical elements," employing performance-based design methods (such as requiring them to remain elastic under moderate earthquakes) and strictly controlling their stress levels and nodal construction details to ensure extremely high reliability and durability.

[0017] 5) Mechanical simulation and deformation pre-adjustment during construction

[0018] The final stress state of a gravity-overturning building is formed layer by layer during construction. Without intervention during construction, the accumulated gravity eccentricity will cause continuous and irreversible lateral displacement and component deformation. This may ultimately lead to excessive verticality deviation of the building, or the inability to install curtain walls and interior decorations properly.

[0019] Design challenges: Detailed construction simulation analysis is essential, considering the structural stiffness formation process and the time effects of concrete shrinkage and creep. Based on the simulation results, key components (such as the positioning of inclined columns and the elevation of transfer beams) must be pre-adjusted or pre-displaced during construction to offset deformations caused by future gravity loads, ensuring that the final shape meets design expectations.

[0020] 6) Coupling of lateral force resisting system and gravity overturning resistance system

[0021] In gravity-overturning structures, the lateral force resisting system used to resist wind and earthquakes and the overturning resistance system used to balance gravitational eccentricity are the same structure. These two systems are highly coupled and influence each other. For example, while the outrigger trusses connect the outer mega-columns to the core tube to jointly resist wind loads, they also force them to share the deformation and internal forces caused by gravitational eccentricity.

[0022] Design challenges: Structural engineers need to simultaneously handle the combined effects of long-term (gravity) loads and short-term (wind, earthquake) loads within a highly complex nonlinear stress model, seeking the optimal solution for structural layout to ensure the structure remains stable and safe under any load conditions.

[0023] Currently, the structural challenges posed by "gravity overturning" high-rise buildings not only affect the rationality and economy of the overall structure, but also relate to its safety. Therefore, it is necessary to propose safe and efficient structural systems and design methods for the structural design of "gravity overturning" high-rise buildings. Summary of the Invention

[0024] The purpose of this invention is to provide an anti-gravity overturning structure and its design method for high-rise buildings, in order to solve a series of problems caused by "gravity overturning" high-rise buildings, such as abrupt changes in the vertical load transfer path, the "P-Δ effect" under gravity load, the zero stress zone of the foundation and pull-out design control, stress concentration and fatigue problems of key components, mechanical simulation and deformation pre-adjustment during construction, and the coupling of the lateral force resisting system and the anti-gravity overturning system.

[0025] To achieve the above objectives, the present invention provides an anti-overturning structure for high-rise buildings, comprising:

[0026] A transfer truss, installed in the structural reinforcement layer of the high-rise building; and,

[0027] Delayed installation columns are pre-positioned between adjacent structural reinforcement layers to define an independent stress zone vertically.

[0028] During the construction phase, the delayed installation columns are not installed temporarily. The floors above and below the transfer truss in the stress-bearing section are connected to the transfer truss, so that the stress-bearing section can achieve self-balancing transfer of gravity load through the transfer truss.

[0029] After the constant load in the stress-bearing section is applied, the delayed installation column is then installed, connecting the delayed installation column to the vertical load-bearing structure of the upper and lower floors, thus forming part of the overall lateral force resisting system.

[0030] Optionally, the structural reinforcement layer may be a refuge floor, equipment floor, or a specially designed outrigger truss floor of the high-rise building.

[0031] Optionally, the number of floors above the transfer truss within the stress-bearing section is the same as the number of floors below it.

[0032] Optionally, the high-rise building includes a core tube and an outer frame, and the two ends of the transfer truss are respectively connected to the frame columns in the core tube and the outer frame, and the delayed installation column is a component of the frame column.

[0033] Optionally, the top and bottom ends of the delayed installation column are connected to the vertical load-bearing structures of the upper and lower floors by means of hinge or rigid connection.

[0034] Optionally, the delayed installation column is pre-positioned at an intermediate floor location between adjacent structural reinforcement layers.

[0035] Based on the same inventive concept, this invention also provides a design method for an anti-overturning structure for high-rise buildings, comprising the following steps:

[0036] Construct transfer trusses in the structural reinforcement layer of high-rise buildings;

[0037] The node positions for delayed installation columns are reserved at preset positions between adjacent structural reinforcement layers, and the node positions are kept empty during construction, thereby defining an independent stress zone in the vertical direction.

[0038] The floors within the stress-bearing section are constructed, and the floors above and below the transfer truss are respectively connected to the transfer truss, so that the stress-bearing section can achieve self-balancing transfer of gravity load through the transfer truss;

[0039] After the constant load of the stress-bearing section is applied, a delayed installation column is installed at the node position, and the delayed installation column is connected to the vertical load-bearing structure of the upper and lower floors to form part of the overall lateral force resisting system.

[0040] Optionally, by adjusting the number of floors above and below the conversion truss, the combined overturning moment of the stressed section under gravity load can be made zero.

[0041] Optionally, the number of floors above the transfer truss within the stress-bearing section is the same as the number of floors below it.

[0042] Optionally, the top and bottom ends of the delayed installation column can be hinged or rigidly connected to the vertical load-bearing structures of the upper and lower floors, respectively.

[0043] The core of the anti-overturning structure and its design method for high-rise buildings provided by this invention lies in the introduction of the concept of time-sequence control. By reserving delayed installation columns, which are not installed during the construction phase, an independent stress-bearing section is defined vertically. Within this stress-bearing section, the floors above and below the transfer truss are connected to the transfer truss, allowing all gravity loads in this section to be self-balanced and transferred internally through the transfer truss, thereby completely eliminating the gravity overturning effect during construction. After the dead load of this stress-bearing section is applied and stabilized, the delayed installation columns are then installed, reliably connecting them to the vertical load-bearing structures (such as frame columns) of the floors above and below, thus becoming part of the overall lateral force resisting system of the building, jointly resisting horizontal loads such as wind and earthquakes.

[0044] Therefore, this invention achieves self-balancing configuration of gravity loads by reconstructing the gravity load transfer path, eliminating the overturning moment generated during construction and use of traditional eccentric structures. This effectively solves the structural safety hazards caused by the eccentric shape of "gravity overturning" high-rise buildings, significantly improving the stress performance and overall stability of such buildings under long-term loads. Simultaneously, this structural system fills the technological gap in vertical load reconfiguration and ductility assurance for "gravity overturning" high-rise buildings, providing a feasible technical path for the design and construction of such complex-shaped buildings. Attached Figure Description

[0045] Those skilled in the art will understand that the accompanying drawings are provided to better understand the invention and do not constitute any limitation on the scope of the invention. Wherein:

[0046] Figure 1 This is a schematic diagram of the facade of a high-rise building of the "gravity overturning type" in the existing technology;

[0047] Figure 2The gravity load deformation diagram (horizontal deformation: mm) of a high-rise building of the "gravity overturning type" in the existing technology.

[0048] Figure 3 This is a schematic elevation view of an anti-overturning structure for high-rise buildings provided in an embodiment of the present invention when delayed installation columns are not installed;

[0049] Figure 4 This is a schematic elevation view of a gravity-resistant overturning structure for high-rise buildings after the delayed installation columns have been installed, according to an embodiment of the present invention.

[0050] The attached figures are labeled as follows:

[0051] 1-Core tube; 2-Outer frame; 3-Vertical load-bearing structure; 4-Transfer component;

[0052] 100 - Transfer truss; 200 - Delayed installation column; 300 - Frame column; 400 - Core tube; 500 - Peripheral frame. Detailed Implementation

[0053] To make the objectives, technical solutions, and advantages of the present invention clearer, the technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. The components of the embodiments of the present invention described and shown in the accompanying drawings can generally be arranged and designed in various different configurations.

[0054] Therefore, the following detailed description of the embodiments of the invention provided in the accompanying drawings is not intended to limit the scope of the claimed invention, but merely to illustrate selected embodiments of the invention. All other embodiments obtained by those skilled in the art based on the embodiments of the invention without inventive effort are within the scope of protection of the invention.

[0055] In the description of this invention, it should be understood that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship commonly used when the product is in use, or the orientation or positional relationship commonly understood by those skilled in the art. They are only used to facilitate the description of this invention and to simplify the description, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0056] Furthermore, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Moreover, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such an article or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the article or apparatus that includes said element. Those skilled in the art will understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0057] Please refer to Figure 3 and Figure 4 This invention provides an anti-overturning structure for high-rise buildings, comprising:

[0058] A transfer truss 100 is installed in the structural reinforcement layer of a high-rise building; and,

[0059] The delayed-installation column 200 is pre-positioned between adjacent structural reinforcement layers to define an independent stress zone vertically;

[0060] During the construction phase, the delayed installation column 200 will not be installed for the time being. The floors above the transfer truss 100 and the floors below it in the stress section will be connected to the transfer truss 100 respectively, so that the stress section can achieve self-balancing transfer of gravity load through the transfer truss 100.

[0061] After the constant load is applied to the stress-bearing section, the delayed installation column 200 is installed to connect the delayed installation column 200 with the vertical load-bearing structure of the upper and lower floors, thus forming part of the overall lateral force resisting system.

[0062] The anti-overturning structure for high-rise buildings provided in this invention is based on the concept of time-sequence control. By reserving a delayed installation column 200, which is not installed during the construction phase, an independent load-bearing section is defined vertically. Within this section, the floors above and below the transfer truss 100 are connected to the transfer truss 100, allowing all gravity loads in this section to be self-balanced and transferred internally through the transfer truss 100, thus completely eliminating the gravity overturning effect during construction. After the constant load of this section is applied and stabilized, the delayed installation column 200 is installed, reliably connecting it to the vertical load-bearing structures of the floors above and below (such as frame columns 300), thus becoming part of the overall lateral force resisting system of the building, jointly resisting horizontal loads such as wind and earthquakes.

[0063] This structural system effectively addresses the structural safety hazards caused by eccentricity in gravity-overturning high-rise buildings by reconstructing the gravity load transfer path, significantly improving the structural performance and overall stability of such buildings under long-term loads. Specifically, this invention achieves self-balancing configuration of gravity loads, eliminating the overturning moment generated during construction and use of traditional eccentric structures. This optimizes material utilization without increasing component cross-sections, achieving a balance between engineering safety and economy. Furthermore, this structural system fills the technological gap in vertical load reconfiguration and ductility assurance for gravity-overturning high-rise buildings, providing a feasible technical path for the design and construction of such complex-shaped buildings.

[0064] In this embodiment, the structural reinforcement layer can be selected as an existing refuge floor, equipment floor, or a specially designed outrigger truss floor in a high-rise building. Because these floors usually have large floor heights and concentrated equipment and pipelines, they provide natural space for setting up a large transfer truss 100 without affecting the main functions.

[0065] To achieve the most direct and efficient self-balancing, a preferred configuration is to ensure that the number of floors above the transfer truss 100 within the load-bearing section is the same as the number of floors below it. This symmetrical arrangement allows the moments of gravity loads on the transfer truss 100 to naturally cancel each other out. Of course, when there are significant differences in function and load between the upper and lower floors, mechanical balance can also be achieved by adjusting the range of the connecting floors or by adding counterweights to the side with the lighter load. This provides flexibility for adapting to complex building functional layouts.

[0066] In a typical high-rise building structure, the high-rise building includes a core tube 400 and an outer frame 500. In this case, the two ends of the transfer truss 100 can be rigidly connected to the walls of the core tube 400 and the frame columns 300 (especially the mega-columns or edge columns bearing the main vertical loads) in the outer frame 500, respectively. The delayed-installation column 200 is designed as a component of the frame column 300, that is, a "missing" section of the frame column 300 in the load-bearing zone, to be completed during later installation.

[0067] In this embodiment, the top and bottom ends of the delayed installation column 200 are connected to the vertical load-bearing structures of the upper and lower floors via hinged or rigid connections. Hinged connections (e.g., via end plates and high-strength bolts) primarily transmit axial forces and release end moments, suitable for areas with lower requirements for node rotation constraints; rigid connections (via field welding or rigid end plates) can transmit axial forces, shear forces, and bending moments, providing stronger lateral constraints and helping to improve the overall stiffness of the structure. Both methods are mature technologies in the field and can be selected according to requirements.

[0068] In this embodiment, the delayed installation column 200 is typically positioned at the intermediate floor level between adjacent structural reinforcement layers. This position facilitates symmetrical suspension between the upper and lower floors, achieving an ideal self-balancing state. However, the preset position is not limited to a strict geometric midpoint; it can be optimized and adjusted according to the specific load distribution of the upper and lower floors, as long as the self-balancing condition is ultimately met.

[0069] Based on the same inventive concept, this invention also proposes a design method for an anti-overturning structure for high-rise buildings, comprising the following steps:

[0070] S1. Construct a transfer truss 100 in the structural reinforcement layer of the high-rise building;

[0071] S2. Reserve the node position of delayed installation column 200 at the preset position between adjacent structural reinforcement layers, and keep the node position empty during construction, thereby defining an independent stress section in the vertical direction.

[0072] S3, the floors within the stress-bearing section, and connecting the floors above the transfer truss 100 and the floors below it to the transfer truss 100 respectively, so that the stress-bearing section can achieve self-balancing transfer of gravity load through the transfer truss 100.

[0073] S4. After the dead load of the stress-bearing section is applied, install the delayed installation column 200 at the node position and connect the delayed installation column 200 to the vertical load-bearing structure of the upper and lower floors to form part of the overall lateral force resisting system.

[0074] First, execute S1. In high-rise buildings, select a suitable floor as the structural reinforcement layer. Preferred structural reinforcement layers are refuge floors or equipment floors inherent in high-rise buildings, as these floors typically have high ceilings and concentrated equipment and piping, providing natural space for the installation of a large transfer truss 100 without affecting the main functional use. The transfer truss 100 can be a high-strength steel truss with clearly defined stress distribution, its main chord direction aligned with the building's lateral force resistance direction. After prefabrication in the factory, the transfer truss 100 is connected on-site to the core tube 400 and the surrounding frame columns 300 (usually mega-columns with huge cross-sections) using high-strength bolts or welding to form rigid connection nodes, ensuring its effective transmission of enormous axial forces and bending moments.

[0075] Then, S2 is executed. Between two adjacent structural reinforcement layers, within the "stress zone" defined by a transfer truss 100, certain peripheral frame columns 300 that were originally designed to be continuous are intentionally "disconnected," and a section located on an intermediate floor (usually near an intermediate floor) is designated as a delayed-installation column 200. During the construction drawing design phase, the position, dimensions, and connection nodes of this column have been designed in detail, and connection plates have been pre-embedded or positioning measures have been set up on the corresponding floors, but the column itself is not hoisted in the early stages of construction.

[0076] Next, in S3, when constructing this stress-bearing section, the construction sequence must follow the self-balancing principle. Assume the design determines that the N floors above the transfer truss 100 are "supported" by it, and the N floors below are "suspended" by it. During construction, when constructing the upper floors, the formwork support load and the self-weight of the concrete in that section are transferred to the transfer truss 100 through the floor slab, creating downward pressure (i.e., "upward drag") on the transfer truss 100. Simultaneously, the self-weight of the already constructed lower floors is also transferred to the transfer truss 100 through the floor slab, creating upward tension (i.e., "downward suspension"). Because the number of upper and lower floors is carefully calculated and configured (e.g., N is the same), or mechanical balance is achieved through load adjustments, the net overturning moment of the upper and lower loads transmitted through the transfer truss 100 on the overall building is extremely small. At this time, the transfer truss 100 mainly bears huge axial pressure (upper chord) and tension (lower chord), with relatively small bending moments and efficient stress distribution. The entire stress-bearing section is like a self-balancing module "suspended" by the conversion truss 100, which has almost no additional overturning effect on the existing structure and foundation below, thus allowing for safe layer-by-layer construction.

[0077] Finally, S4 is executed. After the structural construction of all floors in this stress-bearing section is completed and the dead load is applied, the deformation of the structure under its own weight is basically complete. At this time, the delayed installation column 200 is installed. The prefabricated delayed installation column 200 is hoisted to the preset position and connected to the vertical load-bearing structure of the upper and lower floors. After installation, the delayed installation column 200 becomes an integral part of the frame column 300, restoring the direct path of vertical force transmission. It works in conjunction with the core tube 400, transfer truss 100, etc., greatly enhancing the lateral stiffness, bearing capacity, and ductility of this stress-bearing section and even the entire building, in order to bear the various loads specified in the current structural design code.

[0078] In the above design method, the key operation to achieve self-balancing is to control the number of floors above and below the transfer truss 100 (or the effective load) through calculations in the design stage and fine-tuning in the construction stage, so that the resultant overturning moment generated by the stress section on the lower main structure under gravity load is zero or controlled within the allowable range.

[0079] Since the design method for the anti-overturning structure of high-rise buildings provided by this invention belongs to the same inventive concept as the anti-overturning structure of high-rise buildings described above, the design method for the anti-overturning structure of high-rise buildings provided by this invention has all the advantages of the anti-overturning structure of high-rise buildings described above. Therefore, the beneficial effects of the design method for the anti-overturning structure of high-rise buildings provided by this invention will not be elaborated here.

[0080] In summary, this invention provides an anti-overturning structure and its design method for high-rise buildings. By reconstructing the gravity load transfer path, it achieves a self-balancing configuration of gravity loads, eliminating the overturning moment generated during construction and use of traditional eccentric structures. This effectively solves the structural safety hazards caused by the eccentric shape of "gravity overturning" high-rise buildings, significantly improving the stress performance and overall stability of such buildings under long-term loads. Furthermore, this structural system fills the technical gap in vertical load reconfiguration and ductility assurance for "gravity overturning" high-rise buildings, providing a feasible technical path for the design and construction of such complex-shaped buildings.

[0081] The above description is merely a description of preferred embodiments of the present invention and is not intended to limit the scope of the invention in any way. Any changes or modifications made by those skilled in the art based on the above disclosure are within the protection scope of the present invention. Obviously, those skilled in the art can make various modifications and variations to the present invention without departing from its spirit and scope. Therefore, if these modifications and variations fall within the scope of the present invention and its equivalents, the present invention also intends to include these modifications and variations.

Claims

1. An anti-overturning structure for high-rise buildings, characterized in that, include: A transfer truss is installed in the structural reinforcement layer of the high-rise building; as well as, Delayed installation columns are pre-positioned between adjacent structural reinforcement layers to define an independent stress zone vertically. During the construction phase, the delayed installation columns are not installed temporarily. The floors above and below the transfer truss in the stress-bearing section are connected to the transfer truss, so that the stress-bearing section can achieve self-balancing transfer of gravity load through the transfer truss. After the constant load in the stress-bearing section is applied, the delayed installation column is then installed, connecting the delayed installation column to the vertical load-bearing structure of the upper and lower floors, thus forming part of the overall lateral force resisting system.

2. The anti-overturning structure for high-rise buildings according to claim 1, characterized in that, The structural reinforcement layer is the refuge floor, equipment floor, or a specially designed outrigger truss floor of the high-rise building.

3. The anti-overturning structure for high-rise buildings according to claim 1, characterized in that, The number of floors above the transfer truss within the stress-bearing section is the same as the number of floors below it.

4. The anti-overturning structure for high-rise buildings according to claim 1, characterized in that, The high-rise building includes a core tube and an outer frame. The two ends of the transfer truss are respectively connected to the frame columns in the core tube and the outer frame. The delayed installation column is a component of the frame column.

5. The anti-overturning structure for high-rise buildings according to claim 1, characterized in that, The top and bottom of the delayed installation column are connected to the vertical load-bearing structure of the upper and lower floors by means of hinge or rigid connection.

6. The anti-overturning structure for high-rise buildings according to claim 1, characterized in that, The delayed installation column is pre-installed at the intermediate floor position between adjacent structural reinforcement layers.

7. A design method for an anti-overturning structure for high-rise buildings, characterized in that, Includes the following steps: Construct transfer trusses in the structural reinforcement layer of high-rise buildings; The node positions for delayed installation columns are reserved at preset positions between adjacent structural reinforcement layers, and the node positions are kept empty during construction, thereby defining an independent stress zone in the vertical direction. The floors within the stress-bearing section are constructed, and the floors above and below the transfer truss are respectively connected to the transfer truss, so that the stress-bearing section can achieve self-balancing transfer of gravity load through the transfer truss; After the constant load of the stress-bearing section is applied, a delayed installation column is installed at the node position, and the delayed installation column is connected to the vertical load-bearing structure of the upper and lower floors to form part of the overall lateral force resisting system.

8. The design method for an anti-overturning structure for high-rise buildings according to claim 7, characterized in that, By adjusting the number of floors above and below the conversion truss, the combined overturning moment of the stressed section under gravity load is made zero.

9. The design method for an anti-overturning structure for high-rise buildings according to claim 8, characterized in that, The number of floors above the transfer truss within the stress-bearing section is the same as the number of floors below it.

10. The design method for an anti-overturning structure for high-rise buildings according to claim 7, characterized in that, The top and bottom ends of the delayed installation column are respectively hinged or rigidly connected to the vertical load-bearing structures of the upper and lower floors.

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