Asymmetric structure integral rocking self-resetting system and construction method thereof

Abstract

The application discloses a non-symmetrical structure integral swing self-resetting system and a construction method thereof, which comprises an upper structure, a lower structure and a swing layer arranged between the upper structure and the lower structure; the planar structure of the upper structure is a non-axial symmetrical structure; the swing layer comprises a plurality of vertical elastic supports which are arranged at intervals at the bottom of the upper structure; the vertical elastic support comprises an upper connecting steel plate, a lower connecting steel plate, a spring and an energy dissipation limiting piece; the upper connecting steel plate is arranged directly above the lower connecting steel plate, the upper connecting steel plate is connected with a bottom steel sleeve arranged at the bottom of the upper structure, and the lower connecting steel plate is connected with the lower structure; the upper and lower ends of the spring are welded to the upper connecting steel plate and the lower connecting steel plate respectively; and the energy dissipation limiting piece comprises an upper thick-wall sleeve, a lower thick-wall sleeve and a limiting sleeve. The application solves the technical problem that the traditional shock insulation device is difficult to simultaneously realize horizontal shock insulation and vertical shock insulation effects, and the isolation effect is not ideal for high-frequency vibration caused by a subway.

Description

Technical Field

[0001] This invention relates to the technical field of structural engineering, and in particular to an asymmetric structural integral rocking self-resetting system and its construction method. Background Technology

[0002] In the process of urbanization, traditional subway-above buildings have emerged, aiming to improve land use efficiency and alleviate traffic congestion. These buildings cleverly utilize the space above subway stations, integrating multiple functions such as transportation, commerce, and residence to create comprehensive urban spaces.

[0003] However, the noise and vibration generated by subway operation have many adverse effects on the surrounding environment and building structures. Noise mainly propagates through tunnels, even reaching areas above ground, while vibration is transmitted to the building foundation through tracks, tunnels, and soil, causing structural vibration and secondary noise. When the subway vibration frequency is close to the frequency of human organs, resonance can easily occur, leading to discomfort and reduced work efficiency. If a building structure is exposed to subway vibration for a long time, it may experience stress concentration, dynamic fatigue, and other problems, resulting in a decrease in structural strength and potentially causing uneven foundation settlement and building tilting. Compared to seismic waves, the vibration caused by subways, although smaller in amplitude, has a clear periodicity, and its long-term cumulative impact should not be underestimated. In traditional seismic design, ductility design is key; however, post-earthquake repair and maintenance face many challenges and require significant manpower, material resources, and financial investment. Traditional seismic isolation devices often cannot simultaneously achieve horizontal and vertical isolation effects, and their isolation effect is not ideal for high-frequency vibrations caused by subways.

[0004] Therefore, it is necessary to propose an asymmetric planar arrangement of an overall swing self-resetting structure based on systematic thinking to solve the above-mentioned problems. Summary of the Invention

[0005] The purpose of this invention is to provide an asymmetric structure overall sway self-resetting system and its construction method, in order to solve the technical problem that traditional seismic isolation devices often cannot simultaneously achieve horizontal and vertical seismic isolation effects, and their isolation effect is not ideal for high-frequency vibrations caused by subways, etc.

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

[0007] An asymmetric structure overall rocking self-resetting system includes an upper structure and a lower structure; it also includes a rocking layer disposed between the upper and lower structures, the rocking layer causing the upper structure to undergo overall rigid rocking motion; the planar structure of the upper structure is an asymmetric structure; the rocking layer includes several vertical elastic supports, which are spaced apart at the bottom of the upper structure; each vertical elastic support includes an upper connecting steel plate, a lower connecting steel plate, a spring, and an energy-dissipating limiting component; the upper connecting steel plate is disposed directly above the lower connecting steel plate, and is connected to a bottom steel sleeve disposed at the bottom of the upper structure by high-strength bolts, while the lower connecting steel plate is connected to the lower structure by pre-embedded anchor rods; the upper and lower ends of the spring are respectively welded to the upper connecting steel plate and the lower connecting steel plate. The upper connecting steel plate is used as the energy-consuming limiting component. It includes an upper thick-walled sleeve, a lower thick-walled sleeve, and a limiting sleeve. The top of the upper thick-walled sleeve is welded to the bottom of the upper connecting steel plate, and an outer extending steel plate is vertically welded to the bottom of the upper thick-walled sleeve. A friction plate is attached to the inner wall of the upper thick-walled sleeve. The bottom of the lower thick-walled sleeve is welded to the lower connecting steel plate, and the outer side dimensions of the lower thick-walled sleeve are adapted to the inner side dimensions of the upper thick-walled sleeve. Fine stone concrete is poured inside the lower thick-walled sleeve. The limiting sleeve is welded to the lower connecting steel plate and is positioned outside the lower thick-walled sleeve. A gap is left between the lower thick-walled sleeve and the limiting sleeve. The upper thick-walled sleeve is inserted into the gap between the lower thick-walled sleeve and the limiting sleeve. An inner extending steel plate is welded to the top of the limiting sleeve, and the inner extending steel plate blocks the outer extending steel plate.

[0008] Preferably, the superstructure is a frame structure, a shear wall structure, a frame-shear wall structure, a tube structure, or a truss structure.

[0009] Preferably, when the building volume of the superstructure is more than 50,000 cubic meters or the building area of ​​the superstructure is more than 5,000 square meters, the superstructure includes a set of superstructure units; the planar dimensions and shapes of the set of superstructure units are not exactly the same, and the superstructure units are axisymmetric structures; the vertical elastic supports are provided in several sets, and each set of vertical elastic supports is symmetrically arranged at the bottom of each superstructure unit along the centroid of the base of the superstructure unit.

[0010] Preferably, adjacent upper structural units are connected by connecting beams, with both ends of the connecting beams hinged to the upper structural units; or adjacent upper structural units are separated by expansion joints.

[0011] Preferably, the swaying layer is disposed between the main structure and the foundation, or between adjacent structural layers of the main structure, or between the main structure and the top roof truss or space frame.

[0012] Preferably, supports and / or dampers are added to the upper structure.

[0013] Preferably, a bottom flexible pad is provided at the top of the lower connecting steel plate and in the gap between the lower thick-walled sleeve and the limiting sleeve; a top flexible pad is provided at the bottom of the inner extending steel plate.

[0014] A construction method for an asymmetric overall rocking self-resetting system includes the following steps.

[0015] Step 1: Construct the substructure and superstructure.

[0016] Step two involves designing and planning the location of the vertical elastic support at the bottom of the superstructure.

[0017] Step 3: Install the bottom steel sleeve at the bottom of the upper structure.

[0018] Step four involves designing the vertical elastic support, including the dimensional design of the upper thick-walled sleeve, the lower thick-walled sleeve, and the limiting sleeve, as well as the stiffness design of the spring. When designing the stiffness of the spring, the following principles should be followed.

[0019] Step 5: Install the vertical elastic support at the top of the substructure at the corresponding design position.

[0020] Step six: Connect the bottom steel sleeve of the superstructure to the vertical elastic support. The construction is now complete.

[0021] Preferably, in step one, when the building volume of the superstructure is more than 50,000 cubic meters or the building area of ​​the superstructure is more than 5,000 square meters, the superstructure is divided into a group of superstructure units; the planar dimensions and shapes of the group of superstructure units are not exactly the same, and the superstructure units are axisymmetric structures.

[0022] Compared with the prior art, the present invention has the following features and beneficial effects.

[0023] 1. Compared with previous self-resetting sway structures, this invention is based on a holistic approach, focusing on the rigid body swaying deformation of the entire structure. This avoids the need for numerous self-resetting and energy-dissipating nodes found in previous self-resetting sway structures, simplifying the design process and making it more suitable for practical engineering applications. By incorporating a swaying layer, the system enables the superstructure to undergo overall rigid body swaying motion when subjected to vibration. The swaying layer, through the design of vertical elastic supports and energy-dissipating limiting components, allows the structure to quickly return to its original position after vibration, exhibiting strong self-resetting capabilities. This structure effectively absorbs external forces, improves the system's seismic resistance and self-resetting function, reduces structural damage, and protects buildings from severe earthquake damage.

[0024] 2. The superstructure of this invention adopts a non-axisymmetric design, enabling the system to effectively cope with complex external loads, especially under eccentric forces (such as earthquakes or wind loads), maintaining good stability. The asymmetric design not only reduces the impact of eccentricity on the structure but also effectively enhances the building's seismic resistance and durability. Compared with previous self-resetting swaying structures, this invention, based on a holistic approach, divides the superstructure into multiple units with regular planar and vertical arrangements, facilitating structural design, and connects them with connecting beams, maintaining high stability even with a large structural volume. The structural form of each unit can be flexibly designed according to actual conditions, ensuring uniform load distribution in each unit and improving the overall structure's seismic resistance and toughness. Simultaneously, it eliminates the need for special infill wall designs to accommodate the deformation requirements of swaying structures.

[0025] 3. Compared with traditional seismic isolation technology, this invention combines the effects of horizontal and vertical seismic isolation, as well as isolating high-frequency vibrations caused by subways, etc. Both horizontal and vertical seismic isolation are achieved by setting vertical elastic supports in the sway layer. Specifically, the vertical elastic supports release the vertical degree of freedom of the springs and impart vertical stiffness to them. Different seismic performance effects are achieved by adjusting the spring stiffness. Furthermore, this invention combines energy dissipation and damping devices such as tuned mass dampers to better achieve the effect of vertical seismic isolation and prevent the amplification of vertical acceleration. Horizontal seismic isolation reduces the spring stiffness to extend the natural period of the superstructure, thereby reducing the natural frequency of the superstructure and avoiding the frequencies inherent in the site. This prevents resonance caused by the superstructure's natural frequency being close to the site frequency, thus achieving the effect of horizontal seismic isolation (structural dynamic response parameters such as inter-story shear force and inter-story drift angle are reduced, resulting in better seismic performance compared to traditional structures). This achieves three-dimensional seismic isolation (horizontal + vertical) through vertical elastic supports.

[0026] 4. The vertical elastic support configuration of this invention effectively transmits the vibration of the upper structure to the lower structure, while utilizing the elastic deformation characteristics of springs to absorb the energy of external vibrations, reducing the impact on the upper structure. The reasonable spacing between supports helps optimize the elastic response of the structure and enhances the seismic resistance of the system. Simultaneously, the design of the upper thick-walled sleeve, lower thick-walled sleeve, and limiting sleeve in the energy-dissipating limiting components effectively dissipates energy under external vibrations such as earthquakes, reducing the transmission of vibrations. The addition of friction plates effectively improves energy dissipation efficiency, and the pouring of fine aggregate concrete enhances the stability of the lower thick-walled sleeve. By limiting the spacing between the sleeves, the damping effect of vibration is increased, reducing the post-earthquake response amplitude of the system. Attached Figure Description

[0027] The present invention will now be described in further detail with reference to the accompanying drawings.

[0028] Figure 1 This is a three-dimensional structural schematic diagram of the asymmetric overall rocking self-resetting system of the present invention.

[0029] Figure 2 This is a schematic diagram of the structure in this invention where the vertical elastic support is set between the upper structure and the foundation.

[0030] Figure 3 This is a schematic diagram of the vertical elastic support in this invention.

[0031] Figure 4 This is an example diagram of an embodiment of the present invention in which the superstructure is divided into four parts, A, B, C, and D, according to its building volume.

[0032] Figure 5 This is an embodiment of the asymmetric overall swing self-resetting system of the present invention, in which the swing position is based on the swing and adjacent upper structural units are separated by deformation joints.

[0033] Figure 6 This is an embodiment diagram of an asymmetric overall swaying self-resetting system in this invention, where the swaying position is located at the base sway and adjacent upper structural units are connected by connecting beams.

[0034] Figure 7 This is a diagram illustrating an embodiment of the asymmetric overall swaying self-resetting system for interlayer swaying in this invention.

[0035] Figure 8 This is an embodiment diagram of the asymmetric overall swaying self-resetting system of the present invention when the swaying position is located between the upper structure and the upper roof truss.

[0036] Figure 9 This is a schematic diagram of the structure of the upper thick-walled sleeve connected to the upper connecting steel plate in this invention.

[0037] Figure 10 This is a schematic diagram of the structure in this invention where the upper thick-walled sleeve and the limiting sleeve are connected to the lower connecting steel plate.

[0038] Figure reference numerals: 1 - Superstructure, 1.1 - Superstructure unit, 1.2 - Connecting beam, 1.3 - Expansion joint, 2 - Swaying layer, 3 - Substructure, 4 - Vertical elastic support, 4.1 - Spring, 4.2 - Energy dissipation limiting component, 4.2.1 - Upper thick-walled sleeve, 4.2.2 - Lower thick-walled sleeve, 4.2.3 - Limiting sleeve, 4.2.4 - Bottom flexible pad, 4.2.5 - Friction plate, 4.2.6 - Outer extending steel plate, 4.2.7 - Inner extending steel plate, 4.2.8 - Top flexible pad, 4.3 - Bottom steel sleeve, 4.4 - High-strength bolt, 4.5 - Upper connecting steel plate, 4.6 - Lower connecting steel plate, 4.7 - Embedded anchor rod, 5 - Foundation. Detailed Implementation

[0039] like Figure 1-10 As shown, this asymmetrical overall rocking self-resetting system includes an upper structure 1 and a lower structure 3; it also includes a rocking layer 2 disposed between the upper structure 1 and the lower structure 3; the upper structure 1 is the part above the rocking layer 2, and the lower structure 3 is the part below the rocking layer 2, including the foundation 5; the rocking layer 2 causes the upper structure 1 to undergo overall rigid rocking motion; the planar structure of the upper structure 1 is a non-axisymmetric structure; the rocking layer 2 includes several vertical elastic supports 4, and the several vertical elastic supports 4 are spaced apart at the bottom of the upper structure 1; the vertical elastic supports... 4 includes an upper connecting steel plate 4.5, a lower connecting steel plate 4.6, a spring 4.1, and an energy-dissipating limiting component 4.2. The upper connecting steel plate 4.5 is arranged directly above the lower connecting steel plate 4.6, and is connected to the bottom steel sleeve 4.3 located at the bottom of the upper structure 1 by high-strength bolts 4.4. The lower connecting steel plate 4.6 is connected to the lower structure 3 by pre-embedded anchor rods 4.7. The upper and lower ends of the spring 4.1 are welded to the upper connecting steel plate 4.5 and the lower connecting steel plate 4.6, respectively. The energy-dissipating limiting component 4.2 includes an upper thick-walled sleeve 4.2.1 and a lower thick-walled sleeve 4.2. 2 and limiting sleeve 4.2.3; the top of the upper thick-walled sleeve 4.2.1 is welded to the bottom of the upper connecting steel plate 4.5, and an outer extending steel plate 4.2.6 is vertically welded to the bottom of the upper thick-walled sleeve 4.2.1. The width of the outer extending steel plate 4.2.6 is 2 to 3 times the wall thickness of the upper thick-walled sleeve 4.2.1; a friction plate 4.2.5 is attached to the inner wall of the upper thick-walled sleeve 4.2.1; the bottom of the lower thick-walled sleeve 4.2.2 is welded to the lower connecting steel plate 4.6, and the outer side dimension of the lower thick-walled sleeve 4.2.2 is adapted to the inner side dimension of the upper thick-walled sleeve 4.2.1; in the lower thick-walled... The sleeve 4.2.2 is filled with fine aggregate concrete; the limiting sleeve 4.2.3 is welded to the lower connecting steel plate 4.6 and is located outside the lower thick-walled sleeve 4.2.2; a gap is left between the lower thick-walled sleeve 4.2.2 and the limiting sleeve 4.2.3; the upper thick-walled sleeve 4.2.1 is inserted into the gap between the lower thick-walled sleeve 4.2.2 and the limiting sleeve 4.2.3 to prevent lateral deformation of the spring 4.1; an inner extending steel plate 4.2.7 is welded to the top of the limiting sleeve 4.2.3, and the inner extending steel plate 4.2.7 blocks the outer extending steel plate 4.2.6.

[0040] In this embodiment, the superstructure 1 is a frame structure, shear wall structure, frame-shear wall structure, tube structure, or truss structure. The superstructure 1 is selectively divided into blocks based on its building volume. The block layout should be relatively regular and symmetrical. When the building volume is small, no block layout is performed. The planar layout of the superstructure 1 uses the centroidal axis of the block or unblocked structural layout as the swing axis for each part. A swing layer 2 is added between the superstructure 1 and the lower structure 3, causing rigid swing motion of the entire superstructure 1, making the inter-layer deformation more uniform along the building height. Figures 5-8 As shown, the swaying layer 2 is positioned according to the degree of vertical regularity of the superstructure 1. It can be used for foundation swaying, inter-layer swaying, or swaying of the roof truss or space frame at the top of the superstructure 1.

[0041] In this embodiment, the superstructure 1 is selectively divided into blocks according to its building volume. When the building volume of the superstructure 1 is more than 50,000 cubic meters or the building area of ​​the superstructure 1 is more than 5,000 square meters, the superstructure 1 is divided into a group of superstructure units 1.1. The superstructure 1 includes a group of superstructure units 1.1. The planar dimensions and shapes of the group of superstructure units 1.1 are not exactly the same, and the superstructure unit 1.1 is an axisymmetric structure. The superstructure 1 is divided into four parts A, B, C, and D according to its building volume, and the stiffness of the springs 4.1 at the symmetrical positions of each superstructure unit 1.1 is consistent. The springs 4.1 at the bottom of the superstructure 1 have five stiffness values: K1, K2, K3, K4, and K5. Several groups of vertical elastic supports 4 are provided, and each group of vertical elastic supports 4 is symmetrically arranged at the bottom of each superstructure unit 1.1 along the centroid of the base.

[0042] In this embodiment, adjacent upper structural units 1.1 are connected by connecting beams 1.2, with both ends of the connecting beams 1.2 hinged to the upper structural units 1.1. The connecting beams 1.2 are replaceable and can adopt the connecting beam structure described in the authorized invention patent: A Self-Resetting Replaceable Connecting Beam, authorized publication number CN107795176B. In another embodiment, adjacent upper structural units 1.1 are separated by expansion joints 1.3. The width of the expansion joints 1.3 is set according to relevant specifications and actual engineering conditions, generally not less than 40mm.

[0043] In this embodiment, the swaying layer 2 is disposed between the main structure and the foundation 5, or between adjacent structural layers of the main structure, or between the main structure and the top roof truss or space frame.

[0044] The vertical placement of the swaying layer 2 is selected based on the regularity of the vertical arrangement of the superstructure 1. When the vertical arrangement of the main structure is relatively regular and there is no abrupt change in stiffness along the building height, foundation swaying is adopted. When the vertical arrangement of the main structure is irregular and there is an abrupt change in stiffness along the building height, inter-layer swaying is adopted. When the top of the main structure is equipped with a roof truss or space frame, the swaying layer 2 can also be set between the top of the main structure and the roof truss or space frame.

[0045] In this embodiment, supports and / or dampers are added to the superstructure 1 to further dissipate seismic energy, thereby reducing damage to the main structure. Supports can be placed at key nodes of the superstructure, such as beam-column connections or high-load areas, to enhance the load-bearing capacity and stability of the local structure. In some special designs, supports can be placed at the edges or corners of the superstructure, especially where enhanced seismic performance is required. This helps to distribute loads more evenly and effectively reduce swaying during vibrations. Dampers can be placed at key vibration nodes in the structure, such as the top, middle, or bottom of a high-rise building. These locations effectively mitigate the structure's response to vibrations; for example, at beam-column connections. In multi-story buildings, dampers are placed between different floors to help reduce relative displacement between floors and suppress vertical and horizontal vibrations.

[0046] In this embodiment, a bottom flexible pad 4.2.4 is provided at the top of the lower connecting steel plate 4.6 in the gap between the lower thick-walled sleeve 4.2.2 and the limiting sleeve 4.2.3; a top flexible pad 4.2.8 is provided at the bottom of the inner extending steel plate 4.2.7 to buffer the collision between the upper thick-walled sleeve 4.2.1 and the lower thick-walled sleeve 4.2.2 and the lower connecting steel plate 4.6.

[0047] The construction method for this asymmetric structure overall rocking self-resetting system includes the following steps:

[0048] Step 1: Construct the lower structure 3 and the upper structure 1;

[0049] Step 2: Design and plan the position of the vertical elastic support 4 at the bottom of the upper structure 1;

[0050] Step 3: Install the bottom steel sleeve 4.3 at the bottom of the upper structure 1;

[0051] Step four, design the structure of the vertical elastic support 4, including the size design of the upper thick-walled sleeve 4.2.1, the lower thick-walled sleeve 4.2.2 and the limiting sleeve 4.2.3, as well as the stiffness design of the spring 4.1;

[0052] When designing the stiffness of spring 4.1, the following principles should be followed:

[0053] The spring 4.1 only constrains the horizontal degree of freedom, releasing the vertical and rotational degrees of freedom. The stiffness of the spring 4.1 is designed and arranged symmetrically around the centroid of the base of the upper structure 1. Here, the horizontal degree of freedom of the spring 4.1 is indirectly constrained by the energy-consuming limiting component to prevent the spring 4.1 from undergoing horizontal (lateral) deformation.

[0054] The design principles for the stiffness of spring 4.1 include the proportion of rigid body displacement, the size of the vertical load-bearing area, and vertical acceleration control. The proportion of rigid body displacement is the ratio of the rigid body displacement of the upper structure 1 caused by the vertical deformation of spring 4.1 in the vertical elastic support 4 to the overall deformation of the upper structure when the upper structure 1 undergoes rigid body swaying deformation. Taking a frame structure as an example, the vertical load-bearing area is the area borne by the frame columns respectively sharing the load of the upper floor. Vertical acceleration control involves, after initially designing and arranging the stiffness of spring 4.1 based on the proportion of rigid body displacement and the size of the vertical load-bearing area, adjusting the stiffness of the upper structure 1 or adding devices such as mass-tuned dampers to control the interval between the vertical natural frequency of the upper structure 1 and the frequency range of the vertical elastic support 4, avoiding the site resonance frequency, and preventing structural resonance phenomena that amplify seismic effects.

[0055] In this embodiment, the stiffness of spring 4.1 is designed differently based on the vertical load-bearing area of ​​the upper structure 1 floor, whether it is segmented or not. When the vertical elastic support 4 is located below a larger or smaller vertical load-bearing area, the designed stiffness of spring 4.1 increases or decreases proportionally to the load-bearing area. Figure 4 As shown, within regions A, B, and D, K1>K2>K3, and within region C, K4>K5, thus ensuring that the bottom plane of the upper structure 1 is at the same horizontal level.

[0056] The stiffness of the spring 4.1 is designed and arranged according to the symmetry of the block or unblocked planar arrangement of the upper structure 1. The spring stiffness is kept consistent in symmetrical positions. When the upper structure 1 is a frame structure, the stiffness of the spring 4.1 in the vertical elastic support 4 located at the bottom of the frame column is distributed according to the torque balance principle. The smaller the lever arm, the larger the stiffness of the spring 4.1, and vice versa.

[0057] When the superstructure 1 has a small building volume and does not require segmentation; or when the building volume is large and requires segmentation, under the ideal structural state where the planar and vertical layouts of the superstructure 1 are symmetrical and the load distribution is symmetrical, regardless of whether the vertical load on the floor of the superstructure 1 is considered, during the push-over analysis of the superstructure 1, the vertical deformation generated by the spring located at the centroidal axis of the structural planar layout is zero. When the push-over analysis of the superstructure 1 is performed without considering the vertical load, the absolute values ​​of the vertical deformation of the springs 4.1 located on both sides of the centroidal axis of the structural planar layout are equal.

[0058] Step 5: Install the vertical elastic support 4 at the top of the lower structure 3, at the corresponding design position;

[0059] Step six: Connect the bottom steel sleeve 4.3 of the upper structure 1 to the vertical elastic support 4. The construction is now complete.

[0060] In this embodiment, in step one, when the building volume of the superstructure 1 is more than 50,000 cubic meters or the building area of ​​the superstructure 1 is more than 5,000 square meters, the superstructure 1 is divided into blocks, and the superstructure 1 is divided into a group of superstructure units 1.1; the planar dimensions and shapes of the group of superstructure units 1.1 are not the same, and the superstructure unit 1.1 is an axisymmetric structure.

[0061] In this embodiment, before carrying out the construction of step one, the position of the swaying layer 2 on the main structure is determined, and the positions of the upper structure 1 and the lower structure 3 are divided.

[0062] The above embodiments are not exhaustive examples of specific implementation methods, and other embodiments are also possible. The purpose of the above embodiments is to illustrate the present invention, rather than to limit the scope of protection of the present invention. All applications derived from simple variations of the present invention fall within the scope of protection of the present invention.

Claims

1. An asymmetric overall rocking self-resetting system, comprising an upper structure (1) and a lower structure (3); characterized in that: It also includes a swaying layer (2) disposed between the upper structure (1) and the lower structure (3), the swaying layer (2) causing the upper structure (1) to undergo overall rigid body swaying motion; the planar structure of the upper structure (1) is a non-axisymmetric structure; the swaying layer (2) includes several vertical elastic supports (4), and the several vertical elastic supports (4) are spaced apart at the bottom of the upper structure (1); the vertical elastic supports (4) include an upper connecting steel plate (4.5), a lower connecting steel plate (4.6), a spring (4.1) and an energy-dissipating limiting component (4.2); the upper connecting... The upper connecting steel plate (4.5) is positioned directly above the lower connecting steel plate (4.6). The upper connecting steel plate (4.5) is connected to the bottom steel sleeve (4.3) located at the bottom of the upper structure (1) by high-strength bolts (4.4). The lower connecting steel plate (4.6) is connected to the lower structure (3) by pre-embedded anchor rods (4.7). The upper and lower ends of the spring (4.1) are welded to the upper connecting steel plate (4.5) and the lower connecting steel plate (4.6) respectively. The energy-consuming limiting component (4.2) includes an upper thick-walled sleeve (4.2.1), a lower thick-walled sleeve (4.2.2), and a limiting sleeve (4.2.3). 2.3); The top of the upper thick-walled sleeve (4.2.1) is welded to the bottom of the upper connecting steel plate (4.5), and an outer extending steel plate (4.2.6) is vertically welded to the bottom of the upper thick-walled sleeve (4.2.1); a friction plate (4.2.5) is attached to the inner wall of the upper thick-walled sleeve (4.2.1); the bottom of the lower thick-walled sleeve (4.2.2) is welded to the lower connecting steel plate (4.6), and the outer side dimensions of the lower thick-walled sleeve (4.2.2) are adapted to the inner side dimensions of the upper thick-walled sleeve (4.2.1); a fine ductile iron plate is cast inside the lower thick-walled sleeve (4.2.2). Stone concrete; the limiting sleeve (4.2.3) is welded to the lower connecting steel plate (4.6) and located outside the lower thick-walled sleeve (4.2.2); a gap is left between the lower thick-walled sleeve (4.2.2) and the limiting sleeve (4.2.3); the upper thick-walled sleeve (4.2.1) is inserted into the gap between the lower thick-walled sleeve (4.2.2) and the limiting sleeve (4.2.3); an inner extension steel plate (4.2.7) is welded to the top of the limiting sleeve (4.2.3), and the inner extension steel plate (4.2.7) blocks the outer extension steel plate (4.2.6); A bottom flexible pad (4.2.4) is provided at the top of the lower connecting steel plate (4.6) and in the gap between the lower thick-walled sleeve (4.2.2) and the limiting sleeve (4.2.3); a top flexible pad (4.2.8) is provided at the bottom of the inner extending steel plate (4.2.7).

2. The asymmetric structure overall swing self-resetting system according to claim 1, characterized in that: The superstructure (1) is a frame structure, shear wall structure, tube structure, or truss structure.

3. The asymmetric structure overall swing self-resetting system according to claim 1, characterized in that: When the building volume of the superstructure (1) is more than 50,000 cubic meters or the building area of ​​the superstructure (1) is more than 5,000 square meters, the superstructure (1) includes a set of superstructure units (1.1); the planar dimensions and shapes of the set of superstructure units (1.1) are not the same, and the superstructure unit (1.1) is an axisymmetric structure; the vertical elastic supports (4) are provided in several sets, and each set of vertical elastic supports (4) is symmetrically arranged at the bottom of each superstructure unit (1.1) along the centroid of the base of the superstructure unit (1.1).

4. The asymmetric structure overall swing self-resetting system according to claim 3, characterized in that: Adjacent superstructure units (1.1) are connected by connecting beams (1.2), with both ends of the connecting beams (1.2) hinged to the superstructure units (1.1); or adjacent superstructure units (1.1) are separated by expansion joints (1.3).

5. The asymmetric structure overall rocking self-resetting system according to claim 1, characterized in that: The swing layer (2) is set between the main structure and the foundation, or between adjacent structural layers of the main structure, or between the main structure and the top roof truss or space frame.

6. The asymmetric structure overall swing self-resetting system according to claim 1, characterized in that: Supports and / or dampers are added to the superstructure (1).

7. A construction method for an asymmetric structural integral rocking self-resetting system as described in any one of claims 1-6, characterized in that, The steps include the following: Step 1: Construct the substructure (3) and the superstructure (1). Step 2: Design and plan the position of the vertical elastic support (4) at the bottom of the upper structure (1); Step 3: Install the bottom steel sleeve (4.3) at the bottom of the upper structure (1). Step 4: Design the vertical elastic support (4), including the size design of the upper thick-walled sleeve (4.2.1), the lower thick-walled sleeve (4.2.2) and the limiting sleeve (4.2.3) as well as the stiffness design of the spring (4.1); Step 5: Install the vertical elastic support (4) at the top of the lower structure (3) at the corresponding design position; Step six: Connect the bottom steel sleeve (4.3) of the upper structure (1) to the vertical elastic support (4), and the construction is completed.

8. The construction method of the asymmetric structure overall swing self-resetting system according to claim 7, characterized in that, In step one, when the building volume of the superstructure (1) is more than 50,000 cubic meters or the building area of ​​the superstructure (1) is more than 5,000 square meters, the superstructure (1) is divided into blocks and the superstructure (1) is divided into a group of superstructure units (1.1); the planar dimensions and shapes of the group of superstructure units (1.1) are not the same, and the superstructure unit (1.1) is an axisymmetric structure.

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