Integral swing self-resetting system with asymmetric structure and construction method thereof

Abstract

The invention discloses an integral swinging self-resetting system with an asymmetric structure and a construction method thereof. The integral swinging self-resetting system comprises an upper structure, a lower structure and a swinging layer arranged between the upper structure and the lower structure, the plane structure of the upper structure is a non-axisymmetric structure; the swinging layer comprises a plurality of vertical elastic supports, and the plurality of vertical elastic supports are arranged at the bottom of the upper structure at intervals; the vertical elastic support comprises an upper connecting steel plate, a lower connecting steel plate, a spring and an energy consumption limiting piece; the upper connecting steel plate is arranged right above the lower connecting steel plate, the upper connecting steel plate is connected with a bottom steel sleeve arranged at the bottom of an upper structure, and the lower connecting steel plate is connected with a lower structure; the upper and lower ends of the spring are respectively welded on the upper and lower connecting steel plates; the energy consumption limiting piece comprises an upper thick-wall sleeve, a lower thick-wall sleeve and a limiting sleeve. The vibration isolation device solves the technical problems that a traditional vibration isolation device is often difficult to achieve the horizontal vibration isolation effect and the vertical vibration isolation effect at the same time, and the isolation effect of the traditional vibration isolation device is not ideal for high-frequency vibration caused by metros and the like.

Description

Technical Field

[0001] The invention relates to the technical field of structural engineering, in particular to an asymmetric structural integral swing self-resetting system and a construction method thereof. Background Art

[0002] In the process of urbanization, traditional subway buildings have emerged with the aim of improving land use efficiency and reducing traffic burden. Such buildings cleverly utilize the space above subway stations, integrating multiple functions such as transportation, commerce, and residence to create a comprehensive urban space.

[0003] However, the noise and vibration generated by subway operation have many adverse effects on the surrounding environment and building structures. Noise is mainly transmitted through tunnels and even affects areas above the ground, while vibration is transmitted to the building foundation through tracks, tunnels and soil, causing structural vibration and secondary noise. When the vibration frequency of the subway is close to the frequency of human organs, resonance is likely to occur, causing discomfort to the human body and reduced work efficiency. If the building structure is in the subway vibration environment for a long time, problems such as stress concentration and dynamic fatigue may occur, and the structural strength will decrease accordingly. It may also cause serious consequences such as uneven foundation settlement and building tilt. Compared with seismic waves, the vibration caused by the subway is smaller in amplitude, but the periodicity is obvious, and the long-term cumulative impact should not be underestimated. In traditional structural seismic design, ductility design is the key, but post-earthquake repair and maintenance work faces many challenges and requires a lot of manpower, material and financial resources. The seismic isolation device in traditional technology often finds it difficult to achieve horizontal and vertical seismic isolation effects at the same time, and its isolation effect is not ideal for high-frequency vibrations caused by subways.

[0004] Therefore, it is necessary to propose an overall swinging self-resetting structure with an asymmetric plane layout based on systematic thinking to solve the above-mentioned problems. Summary of the invention

[0005] The purpose of the present invention is to provide an asymmetric structure integral swing self-righting system and a construction method thereof, in order to solve the technical problems that traditional seismic isolation devices often find it difficult to simultaneously achieve horizontal seismic isolation and vertical seismic isolation effects, and that their isolation effects are not ideal for high-frequency vibrations caused by subways, etc.

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

[0007] An asymmetric structure integral swing self-resetting system, comprising an upper structure and a lower structure; further comprising a swing layer arranged between the upper structure and the lower structure, the setting of the swing layer causing the upper structure to undergo integral rigid body swinging motion; the planar structure of the upper structure is a non-axisymmetric structure; the swing layer comprises a plurality of vertical elastic supports, and the plurality of vertical elastic supports are arranged at intervals at the bottom of the upper structure; the vertical elastic supports comprise an upper connecting steel plate, a lower connecting steel plate, a spring and an energy-absorbing limiter; the upper connecting steel plate is arranged directly above the lower connecting steel plate, the upper connecting steel plate is connected to a bottom steel sleeve arranged at the bottom of the upper structure by high-strength bolts, and the lower connecting steel plate is connected to the lower structure by 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 steel plate is connected; the energy-absorbing and limiting part 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 the 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 size of the lower thick-walled sleeve is adapted to the inner side size 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 located on the outside of 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; the inner extending steel plate is welded to the top of the limiting sleeve, and the inner extending steel plate blocks the top of the outer extending steel plate.

[0008] Preferably, the superstructure is a frame structure or a shear wall structure or a frame shear wall structure or a cylinder 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 group of superstructure units; the plane dimensions and shapes of a group of superstructure units are not exactly the same, and the superstructure units are axisymmetric structures; the vertical elastic supports are provided in several groups, and each group of vertical elastic supports is symmetrically arranged at the bottom of each upper structure unit along the base centroid of the upper structure unit.

[0010] Preferably, adjacent upper structure units are connected by a connecting beam, and both ends of the connecting beam are hingedly connected to the upper structure units; or adjacent upper structure units are separated by a deformation joint.

[0011] Preferably, the rocking layer is arranged 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 grid.

[0012] Preferably, supports and / or dampers are additionally arranged on the superstructure.

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

[0014] A construction method of an asymmetric structure integral swing self-resetting system comprises the following steps.

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

[0016] Step 2: Design and plan the position of the vertical elastic support at the bottom of the superstructure.

[0017] Step three, install the bottom steel sleeve at the bottom of the superstructure.

[0018] Step 4: Design the vertical elastic support, including the size design of the upper thick-walled sleeve, the lower thick-walled sleeve and the limiting sleeve, and the stiffness design of the spring; when designing the stiffness of the spring, follow the following principles.

[0019] Step five: Install the vertical elastic bearing on the top of the lower structure at the corresponding design position.

[0020] Step six: Connect the bottom steel sleeve of the upper structure to the vertical elastic support, and the construction is completed.

[0021] Preferably, in step one, when the building volume of the superstructure is greater than 50,000 cubic meters or the building area of ​​the superstructure is greater than 5,000 square meters, the superstructure is divided into a group of superstructure units; the plane sizes and shapes of a group of superstructure units are different, and the superstructure units are axisymmetric structures.

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

[0023] 1. Compared with the previous self-resetting swing structure, the present invention is based on holistic thinking and focuses on the rigid body swing deformation of the structure as a whole, avoiding the addition of a large number of self-resetting and energy-consuming nodes in the previous self-resetting swing structure, simplifying the design process of this type of structure, and being more conducive to application in actual engineering; the system sets a swing layer, which can make the upper structure undergo overall rigid body swing motion when encountering vibration. The swing layer is designed with vertical elastic supports and energy-consuming limiters, so that the structure can quickly return to its original position after vibration, and has a strong self-resetting ability. This structure can effectively absorb external forces, improve the system's seismic resistance and self-resetting function, reduce structural damage, and protect buildings from severe earthquake damage.

[0024] 2. The superstructure of the present invention adopts a non-axisymmetric structural design, so that the system can effectively cope with complex external loads, especially when subjected to eccentric forces (such as earthquakes or wind loads), it can maintain good stability. The asymmetric design can not only reduce the impact of the eccentric effect on the structure, but also effectively enhance the seismic resistance and durability of the building. Compared with the previous self-resetting swing structure, the present invention is based on holistic thinking. When the superstructure is large in volume, it is easy to design the structure by dividing the superstructure into multiple units, which are arranged in plane and vertical shapes, and are connected by connecting beams. It can maintain high stability when the structure is large in volume. The structural form of each unit can be flexibly designed according to the actual situation to ensure that the load of each unit is evenly distributed and the seismic resistance and toughness of the overall structure are improved. At the same time, there is no need to consider the special design of the filling wall for the structure with a large number of filling walls to adapt to the deformation requirements of the swing structure.

[0025] 3. Compared with the traditional seismic isolation technology, the present invention has both horizontal seismic isolation and vertical seismic isolation effects and isolates the high-frequency vibration problem caused by subways, etc.; Horizontal seismic isolation and vertical seismic isolation are achieved by setting vertical elastic supports on the rocking layer. Among them, the vertical elastic support releases the vertical degree of freedom of the spring and gives the spring vertical stiffness, and then adjusts the size of the spring stiffness to achieve different seismic resistance. In addition, the present invention combines energy dissipation and shock absorption 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 stiffness of the spring to extend the natural vibration period of the upper structure, thereby reducing the natural vibration frequency of the upper structure, and then avoids the frequency of the site itself, preventing the resonance phenomenon caused by the natural vibration frequency of the upper structure being close to the site frequency, thereby achieving the effect of horizontal seismic isolation (structural dynamic response parameters such as interlayer shear force and interlayer displacement angle will be reduced, and compared with traditional structures, it has better seismic resistance), so as to achieve the effect of three-dimensional seismic isolation (horizontal + vertical) through vertical elastic supports.

[0026] 4. The configuration of the vertical elastic support of the present invention effectively transmits the vibration of the upper structure to the lower structure, and at the same time utilizes the elastic deformation characteristics of the spring to absorb the energy of external vibration and reduce the impact on the upper structure. The reasonable spacing between the supports helps to optimize the elastic response of the structure and enhance the seismic resistance of the system. At the same time, the design of the upper thick-walled sleeve, the lower thick-walled sleeve and the limiting sleeve in the energy-absorbing limiter can effectively consume energy and reduce the transmission of vibration under the action of external vibrations such as earthquakes. The addition of the friction plate effectively improves the efficiency of energy consumption, and the pouring of fine stone concrete enhances the stability of the lower thick-walled sleeve. By limiting the spacing between the sleeves, the damping effect of the vibration is increased and the response amplitude of the post-earthquake system is reduced. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] The present invention will be further described in detail below in conjunction with the accompanying drawings.

[0028] Figure 1 It is a three-dimensional structural schematic diagram of the asymmetric structure integral swing self-resetting system of the present invention.

[0029] Figure 2 It is a structural schematic diagram of the vertical elastic support arranged between the superstructure and the foundation in the present invention.

[0030] Figure 3 It is a structural schematic diagram of the vertical elastic support in the present invention.

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

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

[0033] Figure 6 This is an embodiment diagram of an asymmetric structure integral swing self-resetting system in which the swing position is located at the foundation swing and adjacent upper structure units are connected by connecting beams.

[0034] Figure 7 This is a diagram showing an embodiment of an asymmetric structure integral swing self-resetting system when the swing position is located at an inter-layer swing in the present invention.

[0035] Figure 8 It is a diagram showing an embodiment of the asymmetric structure integral swing self-resetting system when the swing position is between the upper structure and the upper roof truss in the present invention.

[0036] Fig. 9 It is a structural schematic diagram of the upper thick-walled sleeve connected to the upper connecting steel plate in the present invention.

[0037] Fig.10 It is a structural schematic diagram of the upper thick-wall sleeve and the limiting sleeve connected to the lower connecting steel plate in the present invention.

[0038] Figure numerals: 1-superstructure, 1.1-superstructure unit, 1.2-connecting beam, 1.3-deformation joint, 2-swaying layer, 3-lower structure, 4-vertical elastic support, 4.1-spring, 4.2-energy absorption limiter, 4.2.1-upper thick-walled sleeve, 4.2.2-lower thick-walled sleeve, 4.2.3-limiting sleeve, 4.2.4-bottom flexible cushion layer, 4.2.5-friction plate, 4.2.6-external extension steel plate, 4.2.7-inner extension steel plate, 4.2.8-top flexible cushion layer, 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 DESCRIPTION

[0039] like Figure 1-10 As shown, this asymmetric structure integral swing self-resetting system includes an upper structure 1 and a lower structure 3; it also includes a swing layer 2 arranged between the upper structure 1 and the lower structure 3; the upper structure 1 is the part above the swing layer 2, and the lower structure 3 is the part below the swing layer 2 including the foundation 5; the setting of the swing layer 2 causes the upper structure 1 to undergo an integral rigid body swing motion; the plane structure of the upper structure 1 is a non-axisymmetric structure; the swing layer 2 includes a plurality of vertical elastic supports 4, and the plurality of vertical elastic supports 4 are arranged at intervals 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-absorbing stopper 4.2; the upper connecting steel plate 4.5 is arranged directly above the lower connecting steel plate 4.6, the upper connecting steel plate 4.5 is connected to a bottom steel sleeve 4.3 arranged at the bottom of the upper structure 1 through a high-strength bolt 4.4, and the lower connecting steel plate 4.6 is connected to the lower structure 3 through a pre-buried anchor rod 4.7; the upper and lower ends of the spring 4.1 are respectively welded to the upper connecting steel plate 4.5 and the lower connecting steel plate 4.6; the energy-absorbing stopper 4.2 includes an upper thick-walled sleeve 4.2.1 and a lower thick-walled sleeve 4.2. 2 and a 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, and 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 size of the lower thick-walled sleeve 4.2.2 is adapted to the inner side size of the upper thick-walled sleeve 4.2.1; Fine stone concrete is poured inside the sleeve 4.2.2; the limiting sleeve 4.2.3 is welded to the lower connecting steel plate 4.6 and is located on the outside of 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 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 top of the outer extension steel plate 4.2.6.

[0040] In this embodiment, the upper structure 1 is a frame structure or a shear wall structure or a frame shear wall structure or a tube structure or a truss structure, and the upper structure 1 is selectively divided into blocks according to the size of the building volume. The block layout should be relatively regular and symmetrical. When the building volume is small, no block processing is performed. When the building volume is small, no block processing is performed; the upper structure 1 plane layout uses the centroid axis of the divided or undivided structure plane layout as the swing axis of each part. A swing layer 2 is added between the upper structure 1 and the lower structure 3, and the rigid body swing motion of the entire upper structure 1 occurs, so that the interlayer deformation is more uniform along the building height. Figure 5~Figure 8 As shown, the sway layer 2 is arranged at a position selected according to the vertical arrangement regularity of the superstructure 1 , and can be used for foundation sway, inter-layer sway, or roof truss or grid sway at the top of the superstructure 1 .

[0041] In this embodiment, the upper structure 1 is selectively divided into blocks according to the size of its building volume; when the building volume of the upper structure 1 is more than 50,000 cubic meters or the building area of ​​the upper structure 1 is more than 5,000 square meters, the upper structure 1 is divided into blocks and divided into a group of upper structure units 1.1; the upper structure 1 includes a group of upper structure units 1.1; the plane size and shape of a group of upper structure units 1.1 are not the same, and the upper structure unit 1.1 is an axisymmetric structure; the upper structure 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 upper structure unit 1.1 remains consistent, and the springs 4.1 at the bottom of the upper structure 1 are divided into five stiffness values: K1, K2, K3, K4, and K5. The vertical elastic supports 4 are arranged in a plurality of groups, and each group of vertical elastic supports 4 is symmetrically arranged at the bottom of each upper structure unit 1.1 along the base centroid of the upper structure unit 1.1.

[0042] In this embodiment, adjacent upper structure units 1.1 are connected by connecting beams 1.2, and both ends of the connecting beams 1.2 are hingedly connected to the upper structure units 1.1. The connecting beams 1.2 are replaceable connecting beams, and can adopt the connecting beam structure in the authorized invention patent: a self-resetting replaceable connecting beam, the authorization announcement number is CN107795176B. In another embodiment, adjacent upper structure units 1.1 are separated by deformation joints 1.3, and the width of the deformation joints 7 is set according to relevant specifications and actual engineering conditions, and is generally not less than 40 mm.

[0043] In this embodiment, the rocking layer 2 is arranged 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 grid.

[0044] The vertical arrangement position of the sway layer 2 is selected according to 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 sudden change in stiffness along the building height, the foundation sway is adopted. When the vertical arrangement of the main structure is irregular and there is a sudden change in stiffness along the building height, the interlayer sway is adopted. When a roof truss or grid is provided on the top of the main structure, the sway layer 2 can also be set between the top of the main structure and the roof truss or grid.

[0045] In this embodiment, supports and / or dampers are additionally arranged on the superstructure 1 to further dissipate seismic energy, thereby reducing damage to the main structure. Among them, supports can be arranged at key nodes of the superstructure, such as beam-column connections or high-load areas, to improve the bearing capacity and stability of the local structure. In some special designs, supports can be arranged at the edges or corners of the superstructure, especially where it is necessary to enhance seismic performance. This helps to distribute the load more evenly and effectively reduce swaying when vibration occurs. Dampers can be arranged at key vibration nodes in the structure, such as the top, middle or bottom of a high-rise building. These locations can effectively slow down the response of the structure to vibration; for example, at the connection between beams and columns. In multi-story buildings, dampers are arranged between different floors to help reduce the relative displacement between floors and suppress vertical and horizontal vibrations.

[0046] In this embodiment, a bottom flexible cushion layer 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 cushion layer 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 of the asymmetric structure integral swing self-resetting system includes the following steps: Step 1: construct the lower structure 3 and the upper structure 1; Step 2: Design and plan the position of the vertical elastic support 4 at the bottom of the superstructure 1; Step 3, installing the bottom steel sleeve 4.3 at the bottom of the upper structure 1; Step 4, designing 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 and the stiffness design of the spring 4.1; When designing the stiffness of spring 4.1, follow the following principles: The spring 4.1 only constrains the horizontal degree of freedom, releasing the vertical and rotational degrees of freedom, and the stiffness of the spring 4.1 is symmetrically designed and arranged 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-absorbing limiter to prevent the spring 4.1 from horizontal (lateral) deformation.

[0048] The design principles of the spring 4.1 stiffness include the rigid body displacement ratio, the size of the vertical load-bearing area, and the vertical acceleration control; the rigid body displacement ratio is the ratio of the rigid body displacement caused by the vertical deformation of the spring 4.1 in the vertical elastic support 4 of the upper structure 1 when the upper structure 1 undergoes rigid body sway deformation to the overall deformation of the upper structure. Taking the frame structure as an example, the vertical load-bearing area is the range area borne by the frame columns to bear the upper floor load respectively. The vertical acceleration control is to adjust the stiffness of the upper structure 1 or add mass tuned dampers and other devices after the preliminary design and arrangement of the spring 4.1 stiffness under the rigid body displacement ratio and the size of the vertical load-bearing area, to control the vertical natural frequency of the upper structure 1 and the frequency interval of the vertical elastic support 4, avoid the site resonance frequency, and prevent the occurrence of structural resonance and amplify the earthquake effect.

[0049] In this embodiment, the stiffness of the spring 4.1 is designed according to the vertical load-bearing area of ​​the upper structure 1, which is divided or not divided. When the vertical elastic support 4 is located under a larger or smaller vertical load-bearing area, the design stiffness of the spring 4.1 increases or decreases in proportion to the load-bearing area. Figure 4 As shown, in the A, B, and D regions, K1>K2>K3, and in the C region, K4>K5, thereby ensuring that the bottom planes of the superstructure 1 are at the same level.

[0050] The stiffness of the spring 4.1 is designed and arranged according to the symmetry of the plane layout of the upper structure 1, whether it is divided or not, and the spring stiffness is kept consistent in the symmetrical position. When the upper structure 1 is a frame structure, a frame column is located in the same straight line and at different intervals. The stiffness of the spring 4.1 in the vertical elastic support 4 at the bottom of the column is distributed according to the principle of moment balance. The smaller the lever arm, the greater the stiffness of the spring 4.1, and the larger the lever arm, the smaller the stiffness of the spring 4.1.

[0051] When the building volume of the superstructure 1 is not large and does not need to be divided into blocks; or when the building volume is large and needs to be divided into blocks, under the ideal structural state where the plane layout and vertical layout of the superstructure 1 are symmetrical and the load distribution is symmetrical, regardless of whether the vertical load of the floor of the superstructure 1 is considered, during the pushover analysis of the superstructure 1, the vertical deformation generated by the spring located at the centroidal axis of the structural plane layout is zero, and when the pushover analysis of the superstructure 1 is performed without considering the vertical load, the absolute values ​​of the vertical deformations of the springs 4.1 located on both sides of the centroidal axis of the structural plane layout are equal.

[0052] Step 5: Install the vertical elastic support 4 on 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 with the vertical elastic support 4, and the construction is now completed.

[0053] In this embodiment, in step one, when the building volume of the superstructure 1 is greater than 50,000 cubic meters or the building area of ​​the superstructure 1 is greater 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 plane sizes and shapes of a group of superstructure units 1.1 are not the same, and the superstructure units 1.1 are axisymmetric structures.

[0054] In this embodiment, before the construction of step 1 is carried out, the position of the rocking layer 2 on the main structure is determined, and the positions of the upper structure 1 and the lower structure 3 are divided.

[0055] The above embodiments are not exhaustive of specific implementation methods, and there may be other embodiments. The above embodiments are intended to illustrate the present invention rather than to limit the protection scope of the present invention. All applications derived from simple variations of the present invention fall within the protection scope of the present invention.

Claims

1. An asymmetric structure integral swing self-resetting system, comprising an upper structure (1) and a lower structure (3); characterized in that: The invention also comprises a rocking layer (2) arranged between the upper structure (1) and the lower structure (3), wherein the arrangement of the rocking layer (2) causes the upper structure (1) to undergo an overall rigid body rocking motion; the planar structure of the upper structure (1) is a non-axisymmetric structure; the rocking layer (2) comprises a plurality of vertical elastic supports (4), and the plurality of vertical elastic supports (4) are arranged at intervals at the bottom of the upper structure (1); the vertical elastic supports (4) comprise an upper connecting steel plate (4.5), a lower connecting steel plate (4.6), a spring (4.1) and an energy absorbing limiter (4.2); the upper connecting steel plate (4.6) comprises a plurality of vertical elastic supports (4) and a plurality of vertical elastic supports (4) ... a plurality of vertical elastic supports (4) and a plurality of vertical elastic supports (4) arranged at interval The connecting steel plate (4.5) is arranged directly above the lower connecting steel plate (4.6); the upper connecting steel plate (4.5) is connected to a bottom steel sleeve (4.3) arranged at the bottom of the upper structure (1) through high-strength bolts (4.4); the lower connecting steel plate (4.6) is connected to the lower structure (3) through embedded anchor rods (4.7); the upper and lower ends of the spring (4.1) are respectively welded to the upper connecting steel plate (4.5) and the lower connecting steel plate (4.6); the energy dissipation limiter (4.2) comprises an upper thick-walled sleeve (4.2.1), a lower thick-walled sleeve (4.2.2) and a limiter 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 extension 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 size of the lower thick-walled sleeve (4.2.2) is adapted to the inner side size of the upper thick-walled sleeve (4.2.1); a fine steel 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 is located on the outside of 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 top of the outer extension steel plate (4.2.6).

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

3. The asymmetric structure integral swing self-resetting system according to claim 1 is characterized in that: When the building volume of the upper structure (1) is greater than 50,000 cubic meters or the building area of ​​the upper structure (1) is greater than 5,000 square meters, the upper structure (1) comprises a group of upper structure units (1.1); the plane dimensions and shapes of a group of upper structure units (1.1) are different, and the upper structure units (1.1) are axisymmetric structures; a plurality of groups of vertical elastic supports (4) are provided, and each group of vertical elastic supports (4) is symmetrically arranged at the bottom of each upper structure unit (1.1) along the base centroid of the upper structure unit (1.1).

4. The asymmetric structure integral swing self-resetting system according to claim 3 is characterized in that: Adjacent upper structure units (1.1) are connected via a connecting beam (1.2), and both ends of the connecting beam (1.2) are hingedly connected to the upper structure units (1.1); or adjacent upper structure units (1.1) are separated by a deformation joint (1.3).

5. The asymmetric structure integral swing self-resetting system according to claim 1 is characterized in that: The rocking layer (2) is arranged 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 grid.

6. The asymmetric structure integral swing self-resetting system according to claim 1, characterized in that: The upper structure (1) is additionally provided with supports and / or dampers.

7. The asymmetric structure integral swing self-resetting system according to claim 1, characterized in that: A bottom flexible cushion layer (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); and a top flexible cushion layer (4.2.8) is provided at the bottom of the inner extending steel plate (4.2.7).

8. A construction method of the asymmetric structure integral swing self-resetting system according to any one of claims 1 to 7, characterized in that: The steps include: Step 1: construct the lower structure (3) and the upper structure (1); Step 2: designing and planning the position of the vertical elastic support (4) at the bottom of the upper structure (1); Step 3, installing a bottom steel sleeve (4.3) at the bottom of the upper structure (1); Step 4, designing 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 limit sleeve (4.2.3) and the stiffness design of the spring (4.1); Step 5: Install the vertical elastic support (4) on 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 now completed.

9. The construction method of the asymmetric structure integral swing self-resetting system according to claim 8 is characterized in that: In step 1, when the building volume of the upper structure (1) is greater than 50,000 cubic meters or the building area of ​​the upper structure (1) is greater than 5,000 square meters, the upper structure (1) is divided into blocks, and the upper structure (1) is divided into a group of upper structure units (1.1); the plane sizes and shapes of a group of upper structure units (1.1) are different, and the upper structure units (1.1) are axisymmetric structures.

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