Overall swinging self-resetting structure with vibration double-control system and design method of overall swinging self-resetting structure

Abstract

The invention discloses an integral swinging self-resetting structure with a vibration double-control system, comprising an upper structure which is a frame structure, a frame shear wall structure, a shear wall structure or a barrel structure and integrally swings by taking a structural plane arrangement centroid as a reference; the multiple foundations are arranged at the bottom of the upper structure; the elastic limiting energy dissipation support is arranged between the bottom of the upper structure and the foundation; the elastic limiting energy dissipation support comprises a plurality of vertically-arranged springs, and the vertical rigidity of the multiple springs is symmetrically arranged around the centroid of the whole upper structure base. The vibration isolation device has the horizontal vibration isolation effect and the vertical vibration isolation effect, and the problem of high-frequency vibration caused by metros and the like is solved.

Description

Technical Field

[0001] The invention relates to the technical field of structural engineering, and in particular to an integral swinging self-resetting structure with a vibration dual control system and a design method thereof. Background Art

[0002] Traditional subway overpass buildings are a type of building that has developed in the process of urbanization in order to improve land use efficiency and ease traffic pressure. This building model makes full use of the space above the subway station, integrating transportation, commerce, and residence functions to form a multifunctional urban complex. With the expansion of urban subway networks, subway overpass buildings are increasingly appearing in urban central areas. They not only improve land use efficiency, but also provide convenient transportation and living services for residents.

[0003] However, the noise and vibration generated by subway operation have a significant impact on the surrounding environment and building structures. Noise is mainly transmitted through tunnels and may affect the ground above, 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, it may cause resonance, leading to human discomfort and reduced work efficiency. For residents, subway vibration mainly interferes with their rest and daily life. Under the influence of subway vibration for a long time, building structures may experience stress concentration and dynamic fatigue, reduce structural strength, and even cause uneven foundation settlement and building tilt. Compared with seismic waves, the vibration caused by the subway is smaller in amplitude but more periodic, and the long-term impact cannot be ignored.

[0004] Traditional structural seismic design is mainly based on ductility design. The repair and maintenance of traditional structures after earthquakes are not only challenging, but also often require a lot of manpower, material and financial resources. In traditional technology, seismic isolation devices are difficult to achieve both horizontal and vertical vibration isolation effects and isolate high-frequency vibrations caused by subways.

[0005] Therefore, it is necessary to introduce the concept of recoverable functional seismic design into the seismic and vibration dual control design of subway superstructures based on systematic thinking, and propose an overall swinging self-resetting structure with a seismic and vibration dual control system to solve the above-mentioned problems. Summary of the invention

[0006] The object of the present invention is to provide an integral rocking self-resetting structure with a vibration dual control system and a design method thereof, so as to solve the problems raised in the above-mentioned background technology.

[0007] To achieve the above-mentioned objectives, the present invention provides an overall rocking self-resetting structure with a vibration dual control system, comprising: an upper structure, the upper structure is a frame structure, a frame shear wall structure, a shear wall structure or a cylindrical structure, and the upper structure swings as a whole based on the centroid axis of the structural plane layout; a foundation, a plurality of foundations are arranged at the bottom of the upper structure; an elastic limit energy-absorbing support, the elastic limit energy-absorbing support is arranged between the bottom of the upper structure and the foundation; wherein the elastic limit energy-absorbing support comprises a plurality of vertically arranged springs, and the vertical stiffness of the plurality of springs is symmetrically arranged around the centroid of the base of the overall upper structure.

[0008] In a preferred embodiment, the elastic limiting energy-absorbing support also includes an energy-absorbing part and a limiting part. The energy-absorbing part is a cross-shaped structure, the limiting part is a cylindrical structure, and the four limiting parts are symmetrically arranged. The spring is sleeved on the outer wall of the limiting part, and the spring can only be vertically stretched and compressed along the limiting part.

[0009] In a preferred embodiment, the limiting member includes an upper round steel cylinder and a lower round steel cylinder, the outer diameter of the upper round steel cylinder is smaller than the outer diameter of the lower round steel cylinder, the upper round steel cylinder is inserted into the lower round steel cylinder, and a gap is left between the upper round steel cylinder and the lower round steel cylinder.

[0010] In a preferred embodiment, the elastic limiting energy-absorbing support also includes an upper connecting plate and a lower connecting plate of the support, the top of the upper round steel cylinder is fixedly connected to the upper connecting plate of the support, the bottom of the lower round steel cylinder is fixedly connected to the lower connecting plate of the support, and the top and bottom of the spring are respectively fixedly connected to the upper connecting plate and the lower connecting plate of the support.

[0011] In a preferred embodiment, the energy-absorbing part includes an inserted cross-shaped steel plate and a friction surface cross-shaped steel plate seat. The top of the inserted cross-shaped steel plate is welded to the bottom of the upper connecting plate of the support, and the friction surface cross-shaped steel plate seat is welded to the top of the lower connecting plate of the support. A cross-shaped through groove for inserting the inserted cross-shaped steel plate is opened in the friction surface cross-shaped steel plate seat, and the inner walls of the cross-shaped through groove are all covered with brass plates.

[0012] In a preferred embodiment, the lower connecting plate of the support is connected to the foundation through a foundation anchor rod, a structural bottom steel sleeve is provided at the bottom of the upper structure, the upper connecting plate of the support and the structural bottom steel sleeve are connected by bolts, and the structural bottom steel sleeve and the structural member are fixedly connected by a type anchor rod built into the structural member.

[0013] The present invention also provides a design method for the above-mentioned integral rocking self-resetting structure with a vibration dual control system, which is characterized by comprising the following steps: S1. Design basic parameters and working conditions of superstructure; S2. Arrange elastic limited energy-absorbing bearings at the bottom of the superstructure; S3. Establish a structural mechanics analysis model, set the rigid body displacement ratio and vertical acceleration control coefficient, and solve the force balance equation; S4. Design the spring stiffness according to the vertical load area of ​​the upper structure floor; S5. Establish a finite element model and perform pushover analysis on the superstructure according to the spring stiffness to obtain the proportion of rigid body displacement generated by the superstructure; S6. Perform elastic-plastic time-history analysis to verify whether the rigid body displacement ratio meets the requirements.

[0014] In a preferred embodiment, in step S4, the spring stiffness is designed according to the vertical load area of ​​the upper structure floor, including: designing the spring stiffness and arranging the elastic limit energy absorbing supports according to whether the upper structure plane layout is symmetrical; when the upper structure plane layout is symmetrical, the elastic limit energy absorbing supports are symmetrically arranged at the bottom of the upper structure, and the vertical stiffness of the springs in the symmetrically arranged elastic limit energy absorbing supports is kept consistent; when the upper structure plane layout is asymmetrical, the principle of designing a larger stiffness for the elastic limit energy absorbing supports with a large vertical load area is adopted to make the bottom plane of the upper structure at the same horizontal height.

[0015] In a preferred embodiment, in step S5, for an ideal structure in which the upper structure has symmetrical planar and vertical arrangements, symmetrical load distribution, and uniform mass and stiffness distribution, regardless of whether the vertical load on the upper structure floor is considered, during the pushover analysis of the upper structure, the vertical deformation generated by the spring located at the symmetry axis of the structural planar arrangement is zero, and when the pushover analysis of the upper structure is performed without considering the vertical load, the absolute values ​​of the vertical deformations of the springs located on both sides of the symmetry axis of the structural planar arrangement are equal.

[0016] In a preferred embodiment, the spring in the elastic limit energy absorbing support is only allowed to undergo vertical tensile and compressive deformations. The rigid body displacement ratio is the ratio of the rigid body displacement caused by the vertical deformation of the spring in the elastic limit energy absorbing support to the overall deformation of the superstructure when the superstructure undergoes swaying deformation. The vertical vibration acceleration control requirement of the floor slab should be within the specification limit, including walking excitation, rhythmic movement, indoor equipment vibration, and outdoor vibration.

[0017] Compared with the prior art, the present invention has the following beneficial effects: 1. Compared with traditional frame structures, the present invention changes the original shear deformation, bending deformation or bending-shear deformation mode into a rigid body swing of the entire structure, reduces the seismic response, and makes the inter-layer deformation more evenly distributed along the building height; 2. Compared with the previous self-resetting swing structure, the present invention is based on holistic thinking and focuses on the swing deformation of the entire structure, 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 such structures, and being more conducive to application in actual engineering. 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; 3. Compared with traditional seismic isolation technology, the present invention has both horizontal seismic isolation and vertical vibration isolation effects and can isolate high-frequency vibration problems caused by subways, etc. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] Figure 1 A three-dimensional schematic diagram of the overall swing self-resetting structure provided by the present invention; Figure 2 A two-dimensional schematic diagram of the elastic limiting energy-absorbing support provided by the present invention; Figure 3 A three-dimensional schematic diagram of the elastic limiting energy-absorbing support provided by the present invention; Figure 4 (A) is the spring vertical deformation of the elastic limit energy-absorbing support provided by the present invention under the action of vertical load (single frame), Figure 4 Middle (B) is the spring vertical deformation (single frame) of 800mm (H / 50, H: total height) of the elastic limit energy-absorbing support provided by the present invention without vertical load; Figure 5 (A) is the vertical deformation (overall) of the elastic limit energy dissipation support provided by the present invention under the action of vertical load. Figure 5 Middle (B) is the vertical deformation (overall) of the spring with the top overthrowing 800mm (H / 50, H: total height) when the elastic limit energy-absorbing support provided by the present invention is not subjected to vertical load; Figure 6 (A) is a schematic diagram of the undeformed finite element model in an embodiment of the present invention. Figure 6 (B) is a deformation diagram of a finite element model at a certain moment in time history analysis in an embodiment of the present invention; Figure 7 are ten earthquake acceleration response spectrum curves in a specific embodiment of the present invention; Figure 8 The inter-layer displacement angle (including X and Y directions) data of each layer under frequent, defense and rare earthquakes of the present invention; Fig. 9 It is the proportion of rigid body displacement in each layer under frequent, defensive and rare earthquake motions of the present invention.

[0019] Description of reference numerals: 1. Upper structure, 2-elastic limit energy-absorbing support, 21-spring, 22-energy-absorbing part, 221-inserted cross-shaped steel plate, 222-friction surface cross-shaped steel plate seat, 223-brass plate, 23-limiting part, 231-upper round steel cylinder, 232-lower round steel cylinder, 2a-support upper connecting plate, 2b-support lower connecting plate, 3-foundation, 4-foundation anchor rod, 5-structure bottom steel sleeve, 6-bolt, 7-L-type anchor rod. DETAILED DESCRIPTION

[0020] The technical solutions in the embodiments of the present invention are described clearly and completely below. The embodiments of the present invention and all other embodiments obtained by ordinary technicians in the field without creative work are within the scope of protection of the present invention.

[0021] Embodiment 1: like Figures 1 to 9 As shown, the overall swing self-resetting structure with a vibration dual control system of the present invention includes: an upper structure 1, an elastic limit energy-absorbing support 2 and a foundation 3. The upper structure 1 is a frame structure, a frame shear wall structure, a shear wall structure or a cylindrical structure, and the upper structure 1 swings overall based on the centroid axis of the structural plane layout. A plurality of foundations 3 are arranged at the bottom of the upper structure 1, and the elastic limit energy-absorbing support 2 is arranged between the bottom of the upper structure 1 and the foundation 3. Among them, the elastic limit energy-absorbing support 2 includes a plurality of springs 21 arranged vertically, and the vertical stiffness of the plurality of springs 21 is symmetrically arranged around the centroid of the base of the overall upper structure 1.

[0022] The elastic limited energy-absorbing support 2 also includes an energy-absorbing member 22 and a limiter 23. The energy-absorbing member 22 is a cross-shaped structure. The limiter 23 is arranged to prevent the spring 21 from lateral deformation and provide a certain shear resistance for the spring. The limiter 23 is a cylindrical structure, and four limiters 23 are arranged symmetrically. The spring 21 is sleeved on the outer wall of the limiter 23, and the spring 21 can only be stretched and compressed vertically along the limiter 23.

[0023] Furthermore, the limiting member 23 includes an upper round steel cylinder 231 and a lower round steel cylinder 232 . The outer diameter of the upper round steel cylinder 231 is smaller than the outer diameter of the lower round steel cylinder 232 . The upper round steel cylinder 231 is inserted into the lower round steel cylinder 232 , and a small gap is left between the upper round steel cylinder 231 and the lower round steel cylinder 232 .

[0024] Furthermore, the elastic limited energy-absorbing support 2 also includes a support upper connecting plate 2a and a support lower connecting plate 2b, the top of the upper round steel cylinder 231 is fixedly connected to the support upper connecting plate 2a, the bottom of the lower round steel cylinder 232 is fixedly connected to the support lower connecting plate 2b, and the top and bottom of the spring 21 are respectively welded to the support upper connecting plate 2a and the support lower connecting plate 2b. The support lower connecting plate 2b is connected to the foundation 3 through a foundation anchor rod 4, a structural bottom steel sleeve 5 is provided at the bottom of the upper structure 1, the support upper connecting plate 2a is connected to the structural bottom steel sleeve 5 through bolts 6, and the structural bottom steel sleeve 5 is fixedly connected to the structural member by an L-shaped anchor rod 7 built into the structural member.

[0025] The energy absorbing part 22 is arranged parallel to the central axis of the spring, and includes an inserted cross-shaped steel plate 221 and a friction surface cross-shaped steel plate seat 222. The top of the inserted cross-shaped steel plate 221 is welded to the bottom of the upper connecting plate 2a of the support, and the friction surface cross-shaped steel plate seat 222 is welded to the top of the lower connecting plate 2b of the support. A cross-shaped through groove for inserting the inserted cross-shaped steel plate 221 is opened in the friction surface cross-shaped steel plate seat 222, and the inner walls of the cross-shaped through grooves are all affixed with brass plates 223, which provide the elastic limited energy absorbing support with the ability of friction energy absorption during the vertical deformation process, thereby further dissipating the energy input into the main structure by the earthquake.

[0026] The spring 21 in the elastic limited energy-absorbing support 2 is only allowed to be stretched and compressed vertically, and the vertical stiffness of the spring is symmetrically arranged around the centroid of the base of the overall superstructure. The spring stiffness is designed based on the rigid body displacement ratio and the vertical vibration acceleration control requirements, and is designed according to the vertical load area of ​​the superstructure floor. When the elastic limited energy-absorbing support is located under a larger or smaller vertical load area, the spring design stiffness increases or decreases in proportion to the load area to ensure that the bottom plane of the superstructure is at the same horizontal height. When the structure is subjected to an earthquake, the superstructure sways as a whole, and the sway amplitude is controlled by the elastic limited energy-absorbing support, while dissipating the seismic energy so that the inter-layer deformation is evenly distributed along the building height, thereby achieving both horizontal and vertical vibration isolation effects and isolating high-frequency vibration problems caused by subways, etc.

[0027] Embodiment 2: The present invention also provides a design method for the above-mentioned integral rocking self-resetting structure with a vibration dual control system, comprising the following steps: Step S1, designing basic parameters and working conditions of the superstructure 1; Step S2, arranging an elastic limiting energy-absorbing support 2 at the bottom of the superstructure 1; Step S3, establishing a structural mechanics analysis model, setting the rigid body displacement ratio and the vertical acceleration control coefficient, and solving the force balance equation; Step S4, designing the spring stiffness according to the vertical load area of ​​the floor of the upper structure 1; Step S5, establishing a finite element model, and performing a pushover analysis of the superstructure according to the spring stiffness to obtain a proportion of rigid body displacement generated by the superstructure; Step S6: perform elastic-plastic time history analysis to verify whether the rigid body displacement ratio meets the requirements.

[0028] Furthermore, in step S4, the spring stiffness is designed according to the vertical load area of ​​the floor of the superstructure 1, including: designing the stiffness of the spring 21 and arranging the elastic limit energy absorbing support 2 according to whether the plane layout of the superstructure 1 is symmetrical; when the plane layout of the superstructure 1 is symmetrical, the elastic limit energy absorbing support 2 is symmetrically arranged at the bottom of the superstructure 1, and the vertical stiffness of the spring 21 in the symmetrically arranged elastic limit energy absorbing support 2 is kept consistent; when the plane layout of the superstructure 1 is asymmetrical, the principle of designing a larger stiffness for the elastic limit energy absorbing support 2 with a large vertical load area is adopted to make the bottom plane of the superstructure 1 at the same horizontal height.

[0029] Furthermore, in step S5, for the ideal state of the structure in which the upper structure 1 has symmetrical structural planar layout and structural vertical layout, symmetrical load distribution, and uniform mass and stiffness distribution, regardless of whether the vertical load on the floor of the upper structure 1 is considered, during the pushover analysis of the upper structure 1, the vertical deformation generated by the spring located at the symmetry axis of the structural planar layout is zero, and when the pushover analysis of the upper structure 1 is performed without considering the vertical load, the absolute values ​​of the vertical deformations of the springs located on both sides of the symmetry axis of the structural planar layout are equal.

[0030] Furthermore, the spring 21 in the elastic limited energy-absorbing support 2 is only allowed to undergo vertical tensile and compressive deformations. The rigid body displacement ratio is the ratio of the rigid body displacement caused by the vertical deformation of the spring 21 in the elastic limited energy-absorbing support 2 to the overall deformation of the superstructure 1 when the superstructure 1 undergoes swaying deformation. The control requirement for the vertical vibration acceleration of the floor slab should be within the specification limit, including walking excitation, rhythmic movement, indoor equipment vibration, and outdoor vibration.

[0031] Furthermore, the vertical stiffness of the elastic limited energy-absorbing bearing is designed based on the ratio of rigid body displacement and vertical vibration acceleration control.

[0032] Furthermore, the upper structure may be provided with additional supports, or metal, viscoelastic, viscous, eddy current dampers or tuned mass dampers.

[0033] Example 3 In this embodiment, a 10-story steel frame structure is selected as the upper structure, with a floor height of 4m, two spans in both X and Y directions, each span is 5m, the damping ratio is 2%, the seismic fortification intensity is 8 degrees 0.3g, the site category is Class II Group II, the characteristic period is 0.4s, the floor dead load is 3 kN / m², the floor live load is 2 kN / m², the frame columns and beams are all made of Q345 steel, and the basic structural size parameters are shown in Table 1.

[0034] Table 1 Basic structural dimensions In order to further optimize the above technical solution, an elastic limited energy-absorbing support 2 is set at the bottom of the superstructure, the rigid body displacement ratio is set to 80%, and a structural mechanics analysis model is established to obtain the overall rotation stiffness of the bottom of the structure caused by the spring deformation as 2798410 kN.m / rad. Based on the overall rotation stiffness of the bottom of the structure, the vertical stiffness of the spring 21 is obtained.

[0035] The spring stiffness is designed according to the vertical load-bearing area of ​​the upper structure floor. Since the upper structure of this embodiment is symmetrical in plane and vertical arrangement, elastic limit energy-absorbing supports are symmetrically arranged at the bottom of the upper structure, and the vertical stiffness of the springs in the symmetrically arranged elastic limit energy-absorbing supports is kept consistent. At the same time, according to the principle of designing elastic supports with larger stiffness for large vertical load-bearing areas, the bottom plane of the upper structure is at the same horizontal height. According to the situation of this embodiment and the distribution of the load-bearing area, the relative proportion of the spring stiffness is obtained as follows: K1: K2: K3=1: 2: 4, so three different spring stiffness values ​​are set, namely: K1=13.99 kN / mm, K2=27.98 kN / mm, K3=55.96 kN / mm.

[0036] like Figure 4 (A) It can be seen that the bottom plane of the superstructure is at the same horizontal height, the vertical deformation of the spring is 38 mm (retain the integer), and it meets the principle that the spring with a larger load area has a larger stiffness. Under the three different spring stiffnesses of K1, K2, and K3, the superstructure is subjected to vertex pushover analysis, and the rigid body displacement generated by the superstructure accounts for 81%, reaching the preset rigid body displacement ratio.

[0037] For further reference, Figure 4 (A), 4 (B), 5 (A) and 5 (B), regardless of whether the vertical load of the structure floor is considered or not, during the push-over analysis of the structure, the vertical deformation of the spring located at the symmetry axis of the structure plane layout is 0mm (retain the integer), and when the vertical load of the floor is not considered for the push-over of the structure, the absolute value of the vertical deformation of the springs on both sides of the symmetry axis is equal, such as Figure 4 (B), the absolute value of the vertical deformation of the spring tension and compression on both sides of the symmetry axis of the structural plane layout is 76 mm (retain the integer).

[0038] Furthermore, this embodiment also performs an elastic-plastic time history analysis to verify whether the rigid body displacement ratio meets the requirements.

[0039] Among them, this embodiment selects 10 natural earthquake motions to carry out the frequent, defense and rare earthquake motion excitation input of the upper structure in this embodiment. Figure 6 There are 10 natural earthquake acceleration response spectra.

[0040] Through analysis, the interlayer displacement angles of each layer in this embodiment under frequent, defense and rare earthquake motions are as follows: Figure 8 As shown, the design requirements of the specifications are met, and the design requirements are met to make the inter-layer deformation more evenly distributed along the height of the building.

[0041] Among them, the rigid body displacement of this embodiment under frequent, defensive, and rare earthquakes accounts for Fig. 9 As shown in the figure, the preset rigid body displacement ratio is achieved, and the rigid body displacement accounts for a large proportion in each layer. The damage and deformation of the structure itself are small, which meets the expectations of seismic toughness.

[0042] The method provided in this embodiment can design the stiffness of the elastic limit energy-absorbing support based on the force balance equation, and the calculation method is relatively accurate and reliable.

[0043] Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that various changes, modifications, substitutions and variations may be made to the embodiments without departing from the principles and spirit of the present invention, and that the scope of the present invention is defined by the appended claims and their equivalents.

Claims

1. An integral swing self-resetting structure with a vibration dual control system, characterized in that: include: The upper structure (1) is a frame structure, a frame shear wall structure, a shear wall structure or a cylindrical structure, and the upper structure (1) swings as a whole based on the centroid axis of the structural plane arrangement; A foundation (3), wherein a plurality of the foundations (3) are arranged at the bottom of the superstructure (1); An elastic limiting energy absorbing support (2), wherein the elastic limiting energy absorbing support (2) is arranged between the bottom of the upper structure (1) and the foundation (3); The elastic limiting energy-absorbing support (2) comprises a plurality of springs (21) arranged vertically, and the vertical stiffness of the plurality of springs (21) is symmetrically arranged around the centroid of the base of the overall upper structure (1).

2. The overall rocking self-resetting structure with a vibration dual control system according to claim 1, characterized in that: The elastic limit energy-absorbing support (2) further comprises an energy-absorbing member (22) and a limit member (23); the energy-absorbing member (22) is a cross-shaped structure; the limit member (23) is a cylindrical structure; and four limit members (23) are symmetrically arranged; the spring (21) is sleeved on the outer wall of the limit member (23); and the spring (21) can only be stretched and compressed vertically along the limit member (23).

3. The integral rocking self-resetting structure with a vibration dual control system according to claim 2, characterized in that: The stopper (23) comprises an upper round steel cylinder (231) and a lower round steel cylinder (232); the outer diameter of the upper round steel cylinder (231) is smaller than the outer diameter of the lower round steel cylinder (232); the upper round steel cylinder (231) is inserted into the lower round steel cylinder (232), and a gap is left between the upper round steel cylinder (231) and the lower round steel cylinder (232).

4. The integral rocking self-resetting structure with a vibration dual control system according to claim 3 is characterized in that: The elastic limit energy-absorbing support (2) further comprises a support upper connecting plate (2a) and a support lower connecting plate (2b), the top of the upper round steel cylinder (231) is fixedly connected to the support upper connecting plate (2a), the bottom of the lower round steel cylinder (232) is fixedly connected to the support lower connecting plate (2b), and the top and bottom of the spring (21) are fixedly connected to the support upper connecting plate (2a) and the support lower connecting plate (2b), respectively.

5. The integral rocking self-resetting structure with a vibration dual control system according to claim 4, characterized in that: The energy dissipation component (22) comprises an inserted cross-shaped steel plate (221) and a friction surface cross-shaped steel plate seat (222); the top of the inserted cross-shaped steel plate (221) is welded to the bottom of the support upper connecting plate (2a); the friction surface cross-shaped steel plate seat (222) is welded to the top of the support lower connecting plate (2b); a cross-shaped through groove for inserting the inserted cross-shaped steel plate (221) is provided in the friction surface cross-shaped steel plate seat (222); and the inner wall of the cross-shaped through groove is affixed with a brass plate (223).

6. The integral rocking self-resetting structure with a vibration dual control system according to claim 4, characterized in that: The support lower connection plate (2b) is connected to the foundation (3) via a foundation anchor rod (4); a structural bottom steel sleeve (5) is provided at the bottom of the upper structure (1); the support upper connection plate (2a) is connected to the structural bottom steel sleeve (5) via bolts (6); and the structural bottom steel sleeve (5) is fixedly connected to the structural member via an L-shaped anchor rod (7) built into the structural member.

7. A design method for an integral rocking self-resetting structure with a vibration dual control system as claimed in any one of claims 1 to 6, characterized in that: The steps include: S1. Design the basic parameters and working conditions of the superstructure (1); S2. Arranging an elastic limit energy-absorbing support (2) at the bottom of the upper structure (1); S3. Establish a structural mechanics analysis model, set the rigid body displacement ratio and vertical acceleration control coefficient, and solve the force balance equation; S4. Design the spring stiffness according to the vertical load area of ​​the upper structure (1) floor; S5. Establish a finite element model and perform pushover analysis on the superstructure according to the spring stiffness to obtain the proportion of rigid body displacement generated by the superstructure; S6. Perform elastic-plastic time-history analysis to verify whether the rigid body displacement ratio meets the requirements.

8. The design method of the integral rocking self-resetting structure with a vibration dual control system according to claim 7 is characterized in that: In step S4, the spring stiffness is designed according to the vertical load-bearing area of ​​the floor of the upper structure (1), including: designing the stiffness of the spring (21) and arranging the elastic limit energy-absorbing support (2) according to whether the plane layout of the upper structure (1) is symmetrical; when the plane layout of the upper structure (1) is symmetrical, the elastic limit energy-absorbing support (2) is symmetrically arranged at the bottom of the upper structure (1), and the vertical stiffness of the spring (21) in the symmetrically arranged elastic limit energy-absorbing support (2) remains consistent; when the plane layout of the upper structure (1) is asymmetrical, the principle of designing a larger stiffness of the elastic limit energy-absorbing support (2) with a larger vertical load-bearing area is adopted, so that the bottom plane of the upper structure (1) is at the same horizontal height.

9. The design method of the integral rocking self-resetting structure with a vibration dual control system according to claim 7, characterized in that: In step S5, for the ideal state of the structure in which the upper structure (1) has symmetrical structural planar layout and structural vertical layout, symmetrical load distribution, and uniform mass and stiffness distribution, regardless of whether the vertical load of the floor of the upper structure (1) is considered, during the pushover analysis of the upper structure (1), the vertical deformation generated by the spring located at the symmetry axis of the structural planar layout is zero, and when the pushover analysis of the upper structure (1) is performed without considering the vertical load, the absolute values ​​of the vertical deformations of the springs located on both sides of the symmetry axis of the structural planar layout are equal.

10. The design method of the integral rocking self-resetting structure with a vibration dual control system according to claim 8, characterized in that: The spring (21) in the elastic limit energy absorbing support (2) is only allowed to deform in the vertical direction by stretching and compressing. The rigid body displacement ratio is the ratio of the rigid body displacement of the upper structure (1) caused by the vertical deformation of the spring (21) in the elastic limit energy absorbing support (2) to the overall deformation of the upper structure (1) when the upper structure (1) undergoes swaying deformation. The vertical vibration acceleration control requirement of the floor slab should be within the specification limit, including walking excitation, rhythmic movement, indoor equipment vibration, and outdoor vibration.

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