Connecting structure with swing self-resetting function

Abstract

The utility model discloses a connecting structure with a swing self-resetting function, which relates to the technical field of quakeproof structure systems with recoverable functions and comprises an upper structure and a foundation. A support mounting layer is formed between the bottom of the upper structure and the top of the foundation; the support installation layer comprises a buttress fixed to the top face of the foundation, a vertical tension and compression elastic support is connected between the buttress and the bottom face of the upper structure, and the vertical tension and compression elastic support does not restrain horizontal lateral movement of the upper structure, only provides tension and compression bearing capacity and does not bear any shear bearing capacity in the horizontal direction. According to the connecting structure with the swing self-resetting function, different from a traditional horizontal shearing shock insulation principle, the upper structure generates rigid body rotation around the vertical tension and compression elastic support at the center, and the upper structure is allowed to integrally swing within the range allowed by the design; energy is absorbed and dispersed through deformation of the vertical tension and compression elastic support, residual displacement after an earthquake can be effectively controlled, and great economic significance and social value are achieved.

Description

Technical Field

[0001] This utility model relates to the technical field of shockproof structural systems with recoverable functions, and more specifically to a connection structure with a swing self-resetting function. Background Technology

[0002] Recoverable seismic-resistant structural systems have become a research hotspot in the field of earthquake engineering in recent years. The design goal of this type of system is to enable buildings to maintain an acceptable level of functionality during an earthquake and to restore their usability after an earthquake with minimal or no complex repairs. This design concept is based on improving the seismic resilience of urban buildings and infrastructure, and reducing the economic losses and social impacts of earthquake disasters.

[0003] Current design concepts for building structures to withstand earthquakes mainly include: seismic toughness design, performance-based seismic design, seismic isolation and energy dissipation technologies, seismic design of non-structural components, and structural optimization design. The development and application of these design concepts aim to improve the safety and functionality of building structures under seismic loads and reduce losses caused by earthquakes. Self-resetting sway structures can effectively control residual displacement after an earthquake, ensuring the functionality and safety of the structure. Due to ease of repair and rapid construction, self-resetting sway structures have significant economic and social value. Because of the swaying action, the ductility design requirements of the structure itself are reduced, saving on structural costs. Self-resetting sway structures can be applied to different structural systems, such as swaying bridge piers, reinforced concrete frame structures, steel frame structures, and shear wall structures. While sway self-resetting structures offer significant advantages in seismic performance and rapid post-earthquake recovery, they also face some challenges and problems in practical applications. The design of sway self-resetting structures requires consideration of multiple factors, including the structure's stability, strength, and behavior under different seismic intensities, which increases the complexity of the design. Secondly, to ensure that the structure can self-reset after swaying, special materials and technologies, such as post-tensioned prestressed tendons, are usually required, which may increase the difficulty and cost of construction.

[0004] In conclusion, improving the seismic toughness and resilience of building structures through scientific research and technological innovation, and providing a structure that is easy to design, can stably sway during earthquakes, and has minimal residual deformation after earthquakes, is a problem that urgently needs to be solved by those skilled in the art. Utility Model Content

[0005] In view of this, the present invention provides a connection structure with a swing self-resetting function, which reduces the damage to the structure under strong earthquakes, and the residual deformation of the structure after the earthquake is small, which is conducive to the rapid restoration of the structure's usability.

[0006] To achieve the above objectives, the present invention adopts the following technical solution:

[0007] A connection structure with a swing self-resetting function includes: an upper structure and a foundation; a support mounting layer is formed between the bottom of the upper structure and the top of the foundation;

[0008] The support mounting layer includes a support pier fixed to the top surface of the foundation. A vertical tension-compression elastic support is connected between the support pier and the bottom surface of the superstructure. The vertical tension-compression elastic support does not restrict the horizontal lateral displacement of the superstructure, only provides tension and compression bearing capacity, and does not bear any shear bearing capacity in the horizontal direction.

[0009] Through the above technical solution, the connection structure with a swing self-resetting function proposed in this utility model differs from the traditional horizontal shear isolation principle. The upper structure generates rigid body rotation around the vertical tension-compression elastic support at the center, allowing the upper structure to swing as a whole within the design limits. Energy is absorbed and dispersed through the deformation of the vertical tension-compression elastic support. Due to its strong structural stability and strong self-resetting ability, it can effectively control residual displacement after an earthquake, and has significant economic and social value.

[0010] Preferably, in the aforementioned connection structure with a self-resetting swing function, there are multiple vertical tension-compression elastic supports, arranged around the edge of the support mounting layer. The surrounding arrangement of multiple supports can evenly distribute the load on the superstructure, improving the overall structural stability. Under seismic loading, the multiple supports can work together to better absorb and disperse seismic energy, reducing structural vibration. Even if some supports fail, the others can continue to function, ensuring the structural safety.

[0011] Preferably, in the aforementioned connection structure with a self-resetting swing function, there are multiple vertical tension-compression elastic supports, which are arranged around the edge of the support mounting layer and at the center of the support mounting layer. The arrangement of supports at the center and edges can more evenly distribute the load, improving the stability and seismic performance of the structure. The central support can bear part of the vertical load, reducing the burden on the edge supports and optimizing the overall load distribution.

[0012] Preferably, in the aforementioned connection structure with a self-resetting swing function, the vertical tension / compression elastic support is one or more of a spiral tension / compression support, a disc spring support, a thick-walled rubber support, and an air spring support. The most suitable support type can be selected based on different engineering requirements and environmental conditions. Different types of supports have different performance characteristics; combining them can optimize overall performance and improve the structure's seismic resistance and damping effect. Multiple support types can adapt to different deformation requirements, ensuring effective operation under various working conditions.

[0013] Preferably, in the aforementioned connection structure with a self-resetting swing function, the vertical tension-compression elastic support has a limiting device. The limiting device prevents excessive deformation of the support under extreme conditions, protecting the structure from damage. When the deformation reaches a limit, the limiting device significantly increases the stiffness of the support, reducing further deformation. This ensures the safety of the structure under extreme conditions such as earthquakes and reduces post-earthquake repair work.

[0014] Preferably, in the aforementioned connection structure with a self-resetting rocking function, the horizontal lateral displacement caused by the rigid body rotational displacement of the superstructure under seismic loading is not less than 30% of the overall horizontal lateral displacement of the superstructure. This ensures that the superstructure has sufficient rigid body rotational displacement to absorb and disperse seismic energy through rocking, reducing structural damage. The rigid body rotational displacement accounting for a certain proportion of the overall horizontal lateral displacement effectively reduces the vibration amplitude of the structure under seismic loading. This provides clear performance indicators for structural design, ensuring the overall performance of the structure under seismic loading.

[0015] Preferably, in the aforementioned connection structure with a self-resetting swing function, the upper structure is a cylindrical special structure. Cylindrical special structures possess high stiffness and stability, making them suitable for storage facilities requiring high stiffness and large capacity. Under seismic loading, cylindrical structures exhibit good integrity and seismic resistance; combining them with vertical tension-compression elastic supports can further enhance their seismic capacity. The design of cylindrical structures can reduce material usage, lower structural costs, while simultaneously improving structural stability and safety.

[0016] Preferably, in the aforementioned connection structure with a self-resetting swing function, the foundation is a monolithic reinforced concrete foundation composed of a pile cap, ring beam, and columns. The monolithic reinforced concrete foundation has high strength and stiffness, effectively supporting the superstructure and improving the overall structural stability. The combination of the pile cap, ring beam, and columns can evenly distribute the load of the superstructure, reducing local stress concentration and improving the foundation's bearing capacity. The monolithic foundation can work in conjunction with the superstructure to better absorb and disperse seismic energy, reducing structural vibration.

[0017] Preferably, in the aforementioned connection structure with a self-resetting swing function, a three-dimensional vibration isolation / seismic support is provided at the column base. The three-dimensional vibration isolation / seismic support can provide vibration isolation in both the horizontal and vertical directions simultaneously, effectively reducing vibration under multidimensional seismic loading. Through multidimensional vibration isolation, the vibration amplitude of the structure under seismic loading can be significantly reduced, improving the structure's seismic performance. The three-dimensional vibration isolation / seismic support can work in conjunction with vertical tension-compression elastic supports to further optimize the structure's seismic resistance and damping performance.

[0018] Preferably, in the aforementioned connection structure with a self-resetting swing function, the support mounting layer is further equipped with an energy dissipation and vibration reduction device. This device can further absorb and dissipate seismic energy, reducing the vibration amplitude of the structure. Working in conjunction with vertical tension-compression elastic supports, it can more effectively control structural vibration and improve overall seismic performance. The inclusion of this energy dissipation and vibration reduction device can further optimize the seismic design of the structure, reduce post-earthquake repair work, and improve the structure's economic efficiency and social value.

[0019] As can be seen from the above technical solution, compared with the prior art, this utility model discloses a connection structure with a swing self-resetting function. Unlike the traditional horizontal shear isolation principle, the upper structure generates rigid body rotation around the vertical tension-compression elastic support at the center, allowing the upper structure to swing as a whole within the design limits. Energy is absorbed and dispersed through the deformation of the vertical tension-compression elastic support and the energy dissipation device. This structural system is particularly suitable for structures with high stiffness because it can adapt to the deformation requirements of the structure under extreme loads, while reducing the reliance on the ductility design of general building structures. This structural system can effectively combine seismic resistance and damping technologies, providing a new damping design approach for mitigating damage and destruction under strong earthquakes, and is both innovative and practical. Due to its strong structural stability and strong self-resetting ability, it can effectively control residual displacement after an earthquake, and has significant economic and social value. Attached Figure Description

[0020] To more clearly illustrate the technical solutions in the embodiments of this utility model or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only embodiments of this utility model. For those skilled in the art, other drawings can be obtained based on the provided drawings without creative effort.

[0021] Figure 1 The attached figure is a schematic diagram of the connection structure with swing self-resetting function provided by this utility model;

[0022] Figure 2 The attached figure is a structural schematic diagram of the support mounting layer provided by this utility model;

[0023] Figure 3 The attached figure is a top view of the connection structure with swing self-resetting function provided by this utility model;

[0024] Figure 4 The attached figure shows the Abaqus finite element analysis results of the reaction force and deformation of the vertical tension-compression elastic support of the connection structure with swing self-resetting function provided by this utility model.

[0025] Figure 5The attached figure is a deformation diagram of the Abaqus finite element model of the connection structure with swing self-resetting function provided by this utility model.

[0026] in:

[0027] 1-Superstructure; 2-Support installation layer; 21-Support pier; 3-Foundation; 31-Pile cap; 32-Ring beam; 33-Column; 4-Vertical tension and compression elastic support. Detailed Implementation

[0028] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0029] See appendix Figure 1 To be continued Figure 2 This utility model embodiment discloses a connection structure with a swing self-resetting function, including: an upper structure 1 and a base 3; a support mounting layer 2 is formed between the bottom of the upper structure 1 and the top of the base 3;

[0030] The support installation layer 2 includes a support pier 21 fixed to the top surface of the foundation 3. A vertical tension-compression elastic support 4 is connected between the support pier 21 and the bottom surface of the superstructure 1. The vertical tension-compression elastic support 4 does not restrain the horizontal lateral displacement of the superstructure 1, only provides tension and compression bearing capacity, and does not bear any shear bearing capacity in the horizontal direction.

[0031] In this embodiment, the superstructure 1 can be designed as a traditional building structure including components such as columns, beams, and walls, or a specific structure composed of vertical bending components, such as for water towers, signal towers, power line towers, and industrial and military buildings.

[0032] When the superstructure 1 is a concrete structure, the sidewalls can be made of steel or fiber-reinforced concrete, or prestress should be applied along the height direction in the sidewalls, and prestress should be applied in the circumferential direction to improve the stiffness of the superstructure 1.

[0033] See appendix Figure 3 There are multiple vertical tension and compression elastic supports 4, which are arranged around the edge of the support mounting layer 2.

[0034] In other embodiments, there are multiple vertical tension-compression elastic supports 4, which are arranged around the edge of the support mounting layer 2 and at the center of the support mounting layer 2.

[0035] The stiffness of the vertical tension-compression elastic support 4 at the center of the support installation layer 2 is appropriately increased according to the number and stiffness of the outer vertical tension-compression elastic supports 4, and is the same as the stiffness of the outer vertical tension-compression elastic supports 4 surrounding the center, so that the upper structure 1 is initially in a horizontal state.

[0036] To further optimize the above technical solution, the vertical tension and compression elastic support 4 is one or more of the following: helical tension and compression support, disc spring support, thick rubber support, and air spring support.

[0037] Specifically:

[0038] A helical tension-compression bearing is a type of bearing that achieves tension and compression functions through a helical spring. It typically consists of an upper steel base plate, a helical spring, and a lower steel base plate. The helical spring can undergo significant deformation under load, thus providing the required tensile and compressive bearing capacity. This type of bearing is suitable for structures requiring large deformation capacity, such as bridges and high-rise buildings. For example, CN104249767B describes a helical tension-compression bearing and its applications.

[0039] A disc spring bearing is a type of bearing composed of multiple stacked disc springs. Disc springs are named for their bowl-like shape and are often shortened to disc springs. They possess the following characteristics: High stiffness: capable of withstanding large loads with small deformations, suitable for applications with limited axial space. Variable stiffness characteristics: exhibiting a wide range of nonlinear characteristics, allowing for stiffness adjustment as needed. Convenient combination: spring characteristics can be adjusted through different combination methods (such as pairing or stacking). Long service life: typically made of high-carbon steel or spring steel, which, after heat treatment, possesses high fatigue limit and impact toughness. For example, CN118422742A is a vertical disc spring seismic isolation bearing.

[0040] Thick-walled rubber bearings are bearings composed of multiple layers of alternating rubber and steel plates. They possess the following characteristics: Low vertical stiffness: effectively reducing vertical vibrations transmitted from the ground to the building. Horizontal flexibility: through the flexibility of rubber, the natural period of the structure is extended, mitigating seismic response. Energy dissipation capacity: the rubber material can absorb and dissipate energy during deformation, reducing the transmission of seismic energy. For example, CN104249767B describes a thick-walled rubber seismic isolation bearing.

[0041] An air spring bearing is a type of bearing that utilizes the elasticity of compressed air to achieve its function. It typically consists of a retractable, sealed container (air bladder) and a related control system. Air spring bearings have the following characteristics: Low stiffness: They provide low vertical stiffness, accommodating large deformations. Adjustability: The load-bearing capacity can be changed by adjusting the internal pressure. Versatility: They are widely used in self-adjusting air suspension systems for commercial vehicles, buses, rail vehicles, machinery, and building foundations. For example, CN119085466A describes an air spring-friction multidimensional vibration isolation bearing.

[0042] These vertical tension-compression elastic bearings each have their own characteristics and are suitable for different engineering needs. Helical tension-compression bearings are suitable for structures requiring large deformation capacity; disc spring bearings are suitable for applications with high stiffness requirements and limited space; thick-walled rubber bearings are suitable for structures requiring reduced vertical vibration; and air spring bearings are suitable for applications requiring low stiffness and adjustability. The common feature of these bearings is their ability to absorb and disperse energy through their own deformation under earthquakes or other dynamic loads, thereby protecting the superstructure.

[0043] To further optimize the above technical solution, the vertical tension-compression elastic support 4 has a limiting device. When the tensile or compressive deformation of the support reaches the designed limit value, the tensile or compressive stiffness of the support will increase significantly, thereby reducing the tensile and compressive deformation of the support.

[0044] Limit devices can take many forms. Here are some common limit device designs:

[0045] High-damping rubber blocks: When the support reaches the preset deformation limit, the high-damping rubber blocks begin to bear force, absorbing energy through rubber deformation while increasing stiffness and limiting further deformation. The rubber blocks can also provide a certain degree of self-resetting function.

[0046] Limiting bolts: Under normal loads or minor earthquakes, limiting bolts keep the support fixed. When the seismic force is large and exceeds the shear capacity of the limiting bolts, the limiting bolts fail, allowing the support to slide and perform its seismic isolation function. The limiting bolts adopt a modular design, which can be easily replaced after an earthquake.

[0047] Linkage limiting component: In the direction of movement of the support body or after the limiting block fails, the steel link has a certain amount of free sliding space within the limiting cavity of the link limiting component. When the displacement of the steel link exceeds the allowable value of the cavity of the link limiting component, the link limiting component contacts the steel link, causing the high-damping rubber block to be deformed under tension or compression, thus playing a damping and energy dissipation role.

[0048] External support base plate: When the tension and compression of the rubber continues to increase, the side steel plate of the external support base plate restricts the continued increase in displacement, thereby achieving the effect of limiting and preventing the beam from falling.

[0049] C-shaped and H-shaped steel plates: The C-shaped steel plates are fixed to the ends of the first precast concrete beam slab, and the H-shaped steel plates are fixed to the ends of the second precast concrete beam slab. The combination of the C-shaped and H-shaped steel plates restricts the vertical displacement of the beam slab, ensuring the stability of the structure.

[0050] To further optimize the above technical solution, the horizontal lateral displacement caused by the rigid body rotation displacement of the superstructure 1 under seismic action shall not be less than 30% of the overall horizontal lateral displacement of the superstructure 1, and generally should be taken as 30% to 80%.

[0051] It should be noted that "horizontal lateral displacement caused by rigid body rotation" refers to the horizontal displacement of the structure caused by the rotation of the superstructure as a whole (rigid body) around a point or axis under seismic loading. This displacement is due to the rotation of the structure as a whole, not to deformation within the structure. For example, if a building rotates around a point at its base under seismic loading, causing horizontal displacement of the top of the building, this displacement is the horizontal lateral displacement caused by rigid body rotation.

[0052] "Overall horizontal lateral displacement of the superstructure" refers to the total horizontal displacement of the superstructure under seismic loading. This displacement includes displacements caused by internal structural deformations (such as bending deformation of beams and columns) and overall structural rotation (rigid body rotation). Overall horizontal lateral displacement is the total horizontal response of the structure, reflecting the overall deformation of the structure under seismic loading.

[0053] Therefore, under seismic loading, the horizontal displacement of the superstructure can be divided into two parts:

[0054] Horizontal displacement caused by rigid body rotation: This is the horizontal displacement caused by the rotation of the entire structure around a certain point or axis.

[0055] Horizontal displacement caused by internal deformation: This is the horizontal displacement caused by the deformation of internal structural components (such as beams and columns).

[0056] Under seismic loading, the horizontal lateral displacement caused by the overall rotation of the structure should account for a certain proportion (at least 30%) of the total horizontal lateral displacement to ensure that the structure has sufficient swaying capacity to absorb and disperse seismic energy and reduce structural damage and destruction.

[0057] Suppose a building experiences a total horizontal lateral displacement of 100 mm at its top under earthquake conditions. If the horizontal lateral displacement caused by the rigid body rotation is 40 mm, then this displacement accounts for 40% of the total horizontal lateral displacement, satisfying the above requirement. However, if the horizontal lateral displacement caused by the rigid body rotation is only 20 mm, then this displacement accounts for only 20% of the total horizontal lateral displacement, failing to meet the requirement. This may indicate that the structure's swaying capacity is insufficient and it cannot effectively absorb earthquake energy.

[0058] To further optimize the above technical solution, the superstructure 1 is a cylindrical special structure, such as large storage facilities such as silos, liquefied natural gas (LNG) storage tanks, oil storage tanks, and grain silos, as well as other industrial and military buildings that require cylindrical support structures.

[0059] To further optimize the above technical solution, foundation 3 is a monolithic reinforced concrete foundation consisting of a pile cap 31, a ring beam 32, and a column 33.

[0060] To further optimize the above technical solution, a three-dimensional vibration isolation / seismic support is installed at the bottom of column 33, thereby reducing the seismic response of the superstructure through horizontal seismic isolation and achieving dual control of vibration and seismicity.

[0061] Three-dimensional vibration isolation bearings are a type of bearing that combines horizontal and vertical vibration isolation functions, designed to effectively reduce structural vibration under multidimensional seismic loading. Through rational structural design, these bearings decouple vertical and horizontal vibration isolation, thus providing effective vibration isolation performance in both the vertical and horizontal directions. Examples include: CN104249767B, rubber-double friction pendulum three-dimensional vibration isolation bearing, or CN119085466A, air spring-friction pendulum system (FPS) three-dimensional vibration isolation bearing.

[0062] To further optimize the above technical solution, the support mounting layer 2 is also equipped with an energy dissipation and vibration damping device, which dissipates energy through vertical tensile and compressive deformation. The types of energy dissipation and vibration damping devices include viscous dampers, viscoelastic dampers, etc.

[0063] Specifically, a viscous damper is a velocity-type damper that dissipates seismic energy through the interaction between a viscous medium (such as silicone oil) within the damper and its structural components. Its working principle utilizes the viscosity of the liquid to provide damping and dissipate vibrational energy. It mainly consists of a cylinder, piston, viscous fluid, and guide rods. When the structure deforms, the cylinder and piston move relative to each other, generating damping force by forcing the viscous fluid to flow through the throttling orifice and gaps, thereby converting kinetic energy into heat energy and achieving vibration reduction.

[0064] A viscoelastic damper is a stiff, viscous damping device that primarily relies on the hysteretic energy dissipation characteristics of viscoelastic materials to increase structural damping and reduce dynamic response. Its mechanical models include models applying fractional differential constitutive relations and models combining springs and dampers. The damping force is related to velocity and displacement. A viscoelastic damper is composed of alternating layers of viscoelastic damping material and constraining steel plates bonded together. Besides the viscoelastic damping material, there are also constraining steel plates and adhesive layers. The viscoelastic damping material is the main energy-dissipating component, while the constraining steel plates and adhesive layers dissipate almost no energy; therefore, the loss factor of a viscoelastic damper is smaller than that of a viscoelastic material damper.

[0065] This embodiment enables the upper structure 1 to rotate rigidly around the vertical tension-compression elastic support 4 at the center, allowing the upper structure 1 to sway as a whole within the design limits, and absorbing and dispersing energy through the deformation of the vertical tension-compression elastic support 4 and the energy dissipation device.

[0066] See appendix Figure 4 and attached Figure 5 In this embodiment, a finite element model was established and analyzed using Abaqus finite element software. The model parameters are as follows:

[0067] The tank is 7m high and 6m wide, with a wall thickness of 100mm and a bottom thickness of 200mm. The ring beam and the irregular beam are both 200×300mm rectangular reinforced concrete beams with HRB400 longitudinal reinforcement and HRB335 stirrups. The columns are 300×300mm rectangular reinforced concrete columns with a spring stiffness of 10.8kN / mm at the center and 1.26kN / mm at the outer ring.

[0068] Analysis results show that the present invention can achieve the predetermined swing self-resetting effect, effectively reducing the seismic response of the structure.

[0069] The various embodiments in this specification are described in a progressive manner, with each embodiment focusing on its differences from other embodiments. Similar or identical parts between embodiments can be referred to interchangeably. For the apparatus disclosed in the embodiments, since they correspond to the methods disclosed in the embodiments, the description is relatively simple; relevant parts can be referred to the method section.

[0070] The above description of the disclosed embodiments enables those skilled in the art to make or use the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the present invention. Therefore, the present invention is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A connection structure with rocking self-resetting function, comprising: The upper structure (1) and the foundation (3); characterized in that: a support mounting layer (2) is formed between the bottom of the upper structure (1) and the top of the foundation (3); The support mounting layer (2) comprises buttresses (21) fixed on the top surface of the foundation (3), vertical tension-compression elastic supports (4) are connected between the buttresses (21) and the bottom surface of the upper structure (1), the vertical tension-compression elastic supports (4) do not constrain the horizontal side displacement of the upper structure (1), only provide tension-compression bearing capacity, and do not bear any shear bearing capacity in the horizontal direction; The horizontal side displacement caused by the rigid body rotation displacement of the upper structure (1) under the action of an earthquake is not less than 30% of the overall horizontal side displacement of the upper structure (1). The upper structure (1) is a cylindrical special structure.

2. The connecting structure with rocking self-resetting function according to claim 1, characterized in that, The number of the vertical tension-compression elastic supports (4) is multiple, and the vertical tension-compression elastic supports (4) are arranged around the edge of the support mounting layer (2).

3. The connection structure with rocking self-resetting function according to claim 1 or 2, characterized in that, The number of the vertical tension-compression elastic supports (4) is multiple, and the vertical tension-compression elastic supports (4) are arranged around the edge of the support mounting layer (2) and in the center of the support mounting layer (2).

4. The connecting structure with rocking self-resetting function according to claim 1, characterized in that, The vertical tension-compression elastic supports (4) are one or more of a spiral tension-compression support, a disc spring support, a thick rubber support, and an air spring support.

5. The connection structure with rocking self-resetting function according to claim 1, characterized in that, The vertical tension-compression elastic supports (4) are provided with limiting devices.

6. The connection structure with rocking self-resetting function according to claim 1, characterized in that, The foundation (3) is an integrally cast reinforced concrete foundation composed of a bearing platform (31), a ring beam (32), and a column (33).

7. The connection structure with rocking self-resetting function according to claim 6, characterized in that, The bottom of the column (33) is provided with a three-dimensional vibration / seismic isolation support.

8. The connection structure with rocking self-resetting function according to claim 1, characterized in that, The support mounting layer (2) is further provided with an energy dissipation and shock absorption device.

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