Whole swing self-resetting structure with vibration double control system and design method thereof

Abstract

The application discloses a whole swing self-resetting structure with a vibration double-control system, which comprises an upper structure, a foundation and an elastic limiting energy dissipation support, wherein the upper structure is a frame structure, a frame shear wall structure, a shear wall structure or a cylinder structure, and the whole swing of the upper structure is generated with the structural plane layout centroid axis 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; wherein the elastic limiting energy dissipation support comprises multiple vertically arranged springs, and the vertical stiffness of the multiple springs is symmetrically arranged around the whole upper structure base centroid. The application has the horizontal isolation and vertical isolation effects and can isolate the high-frequency vibration problem caused by the subway and the like.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of structural engineering, in particular to a whole rocking self-resetting structure with a seismic and vibration dual-control system and a design method thereof. BACKGROUND

[0002] Traditional metro cover buildings are a building form developed during the urbanization process to improve land use efficiency and alleviate traffic pressure. This building model makes full use of the space above the metro station, integrating transportation, commerce, residence and other functions into one, forming a multifunctional urban complex. With the expansion of urban metro networks, metro cover buildings are increasingly appearing in urban central areas, not only improving land use efficiency, but also providing residents with convenient transportation and living services.

[0003] However, the noise and vibration generated by metro operation have a significant impact on the surrounding environment and building structures. Noise mainly propagates through the tunnel and can affect the ground above, while vibration is transmitted to the building foundation through the track, tunnel and soil, causing structural vibration and secondary noise. When the frequency of metro vibration is close to the frequency of human organs, resonance may occur, leading to discomfort and reduced work efficiency for humans. For residents, metro vibration mainly interferes with their rest and daily life. Long-term exposure to metro vibration can cause stress concentration and dynamic fatigue in building structures, reducing structural strength and even leading to uneven ground settlement and building tilting. Compared with seismic waves, the amplitude of vibration caused by metro is smaller but the periodicity is strong, and long-term effects cannot be ignored.

[0004] Traditional structures mainly use ductility design for seismic design, and post-earthquake repair and maintenance of traditional structures is not only a great challenge, but often requires a large amount of manpower, material and financial resources. In addition, isolation devices in traditional technology are difficult to achieve both horizontal isolation and vertical vibration isolation effects, and are difficult to isolate high-frequency vibrations caused by metro and the like.

[0005] Therefore, it is necessary to introduce the concept of recoverable function seismic design into the seismic and vibration dual-control design of metro cover buildings based on systematic thinking, and to propose a whole rocking self-resetting structure with a seismic and vibration dual-control system to solve the above problems. SUMMARY

[0006] The present application relates to the technical field of structural engineering, in particular to a whole rocking self-resetting structure with a seismic and vibration dual-control system and a design method thereof.

[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 includes 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:

[0014] S1. Design basic parameters and working conditions of superstructure;

[0015] S2. Arrange elastic limited energy-absorbing bearings at the bottom of the superstructure;

[0016] S3, a structural mechanics analysis model is established, a rigid body displacement proportion and a vertical acceleration control coefficient are set, and a force balance equation is solved;

[0017] S4, spring stiffness is designed according to the difference of the vertical load area of the upper structure floor;

[0018] S5, a finite element model is established, and the upper structure is pushed and covered according to the spring stiffness, and the rigid body displacement proportion generated by the upper structure is obtained;

[0019] S6, whether the rigid body displacement proportion meets the requirements is checked by performing an elastic-plastic time history analysis.

[0020] In a preferred embodiment, in step S4, the spring stiffness is designed according to the difference of the vertical load area of the upper structure floor, including: the spring stiffness is designed according to whether the upper structure plane arrangement is symmetrical or not, and the elastic limiting energy dissipation support is arranged, when the upper structure plane arrangement is symmetrical, the elastic limiting energy dissipation support is arranged symmetrically at the bottom of the upper structure, and the spring vertical stiffness of the symmetrically arranged elastic limiting energy dissipation support remains the same, when the upper structure plane arrangement is not symmetrical, the principle of designing larger stiffness for the elastic limiting energy dissipation support with larger vertical load area is adopted, so that the upper structure bottom plane is at the same horizontal height.

[0021] In a preferred embodiment, in step S5, for the ideal state of the upper structure structure plane arrangement and the structure vertical arrangement symmetry, the load distribution symmetry, the mass and stiffness distribution uniformity, whether the vertical load of the upper structure floor is considered or not, in the process of the push-over analysis of the upper structure, the vertical deformation of the spring located at the symmetrical axis of the structure plane arrangement is zero, and when the push-over analysis of the upper structure is not considered, the absolute values of the vertical deformations of the springs located on both sides of the symmetrical axis of the structure plane arrangement are equal.

[0022] In a preferred embodiment, the spring in the elastic limiting energy dissipation support only allows vertical tensile and compressive deformation, the rigid body displacement proportion is the ratio of the rigid body displacement of the upper structure to the overall deformation of the upper structure due to the vertical deformation of the spring in the elastic limiting energy dissipation support when the upper structure occurs rocking deformation, and the vertical vibration acceleration control requirement of the floor should be within the specification limit, including walking excitation, rhythmic movement, indoor equipment vibration and outdoor vibration.

[0023] Compared with the prior art, the beneficial effects of the present application are:

[0024] 1、compared with the traditional frame structure and other structure forms, the present application changes the original shear deformation, bending deformation or bending shear deformation mode into the rigid body rocking of the overall structure, reduces the seismic response, and makes the interlayer deformation more uniform along the building height;

[0025] 2. Compared with previous self-resetting swing structures, this invention is based on a holistic approach, focusing on the swing deformation of the entire structure. This avoids the need for adding a large number of self-resetting and energy-consuming nodes in previous self-resetting swing structures, simplifies the design process of such structures, and is more conducive to practical engineering applications. At the same time, there is no need to consider the special design of infill walls to accommodate the deformation requirements of the swing structure in structures with a large number of infill walls.

[0026] 3. Compared with traditional seismic isolation technology, the present invention has both horizontal and vertical vibration isolation effects and can isolate high-frequency vibration problems caused by subways, etc. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 A three-dimensional schematic diagram of the overall rocking self-resetting structure provided by the present invention;

[0028] Figure 2 A two-dimensional schematic diagram of the elastic limiting energy-absorbing support provided by the present invention;

[0029] Figure 3 A three-dimensional schematic diagram of the elastic limiting energy-absorbing support provided by the present invention;

[0030] Figure 4 (A) in the middle is the vertical deformation of the elastic limit energy dissipation support provided by the present invention under the action of vertical load (single frame), Figure 4 Middle (B) is the vertical deformation of the spring (single frame) with the top pushing over 800mm (H / 50, H: total height) when the elastic limit energy dissipation support provided by the present invention is not subjected to vertical load;

[0031] Figure 5 (A) in the middle 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 pushing over 800mm (H / 50, H: total height) when the elastic limit energy dissipation support provided by the present invention is not subjected to vertical load;

[0032] Figure 6 (A) is a schematic diagram of the undeformed finite element model in an embodiment of the present invention. Figure 6 Middle (B) is a deformation diagram at a certain moment of the time history analysis of the finite element model in an embodiment of the present invention;

[0033] Figure 7 are ten earthquake acceleration response spectrum curves in a specific embodiment of the present invention;

[0034] Figure 8 The inter-story displacement angle (including X and Y directions) data of each layer under frequent, defensive, and rare earthquake motions of the present invention;

[0035] Figure 9It is the proportion of rigid body displacement in each layer under frequent, defensive and rare earthquake motions of the present invention.

[0036] Description of reference numerals:

[0037] 1. Superstructure, 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

[0038] 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 persons of ordinary skill in the art without creative work are within the scope of protection of the present invention.

[0039] Example 1:

[0040] like Figures 1 to 9 As shown, the overall rocking 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 as a whole based on the centroid axis of the structural plane layout. Multiple 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 vertically arranged springs 21, 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.

[0041] 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, and the limiter 23 is configured to prevent lateral deformation of the spring 21 and provide a certain degree of shear resistance. The limiters 23 are cylindrical in structure, and four limiters 23 are symmetrically arranged. The spring 21 is mounted on the outer wall of the limiters 23, and the spring 21 can only undergo vertical tension and compression deformation along the limiters 23.

[0042] 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 .

[0043] Furthermore, the elastically limited energy-absorbing bearing 2 also includes an upper connecting plate 2a and a lower connecting plate 2b. The top of the upper circular steel cylinder 231 is fixedly connected to the upper connecting plate 2a, and the bottom of the lower circular steel cylinder 232 is fixedly connected to the lower connecting plate 2b. The top and bottom of the spring 21 are welded to the upper connecting plate 2a and the lower connecting plate 2b, respectively. The lower connecting plate 2b is connected to the foundation 3 via a foundation anchor 4. A structural bottom steel sleeve 5 is provided at the bottom of the superstructure 1. The upper connecting plate 2a and the structural bottom steel sleeve 5 are connected by bolts 6. The structural bottom steel sleeve 5 is fixedly connected to the structural member using an L-shaped anchor 7 built into the structural member.

[0044] The energy-absorbing part 22 is arranged parallel to the central axis of the spring. The energy-absorbing part 22 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. The inner walls of the cross-shaped through groove are all affixed with brass plates 223, which provide the elastic limited energy-absorbing support with the ability to dissipate friction energy during vertical deformation, thereby further dissipating the energy input into the main structure by the earthquake.

[0045] The spring 21 in the elastic limited energy-absorbing support 2 is only allowed to deform in the vertical direction of tension and compression, and the vertical stiffness of the spring is symmetrically arranged around the centroid of the base of the entire superstructure. The spring stiffness is designed based on the ratio of rigid body displacement and the vertical vibration acceleration control requirements, and is different 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 elastic limited energy-absorbing support controls the amplitude of the sway, while dissipating the earthquake energy so that the inter-layer deformation is evenly distributed along the height of the building, thereby achieving both horizontal and vertical vibration isolation effects and isolating high-frequency vibration problems caused by subways, etc.

[0046] Example 2:

[0047] 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:

[0048] Step S1, designing basic parameters and working conditions of the superstructure 1;

[0049] Step S2: Arrange an elastic limiting energy-absorbing support 2 at the bottom of the superstructure 1;

[0050] Step S3: Establish a structural mechanics analysis model, set the rigid body displacement ratio and vertical acceleration control coefficient, and solve the force balance equation;

[0051] Step S4: designing the spring stiffness according to the vertical load area of ​​the floor of the superstructure 1;

[0052] Step 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;

[0053] Step S6: Perform elastic-plastic time history analysis to verify whether the rigid body displacement ratio meets the requirements.

[0054] 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 larger vertical load area is adopted to ensure that the bottom plane of the superstructure 1 is at the same horizontal height.

[0055] Furthermore, in step S5, for the ideal state of the structure in which the planar layout and vertical layout of the superstructure 1 are symmetrical, the load distribution is symmetrical, and the mass and stiffness are evenly distributed, 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 symmetry axis of the structural planar 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 located on both sides of the symmetry axis of the structural planar layout are equal.

[0056] Furthermore, the spring 21 in the elastic limited energy-absorbing support 2 is only allowed to deform in the vertical direction of tension and compression. 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 of the upper structure 1 when the upper structure 1 undergoes swing deformation to the overall deformation of the upper structure 1. 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.

[0057] Furthermore, the vertical stiffness of the elastic limited energy-absorbing bearing is designed based on the rigid body displacement ratio and vertical vibration acceleration control.

[0058] Furthermore, the upper structure may be provided with supports, or metal, viscoelastic, viscous, eddy current dampers or tuned mass dampers.

[0059] Example 3

[0060] In this embodiment, a 10-story steel frame structure is selected as the superstructure, with a floor height of 4m, two spans in both the 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 2, the characteristic period is 0.4s, the floor dead load is 3 kN / m², the floor live load is 2 kN / m², and the frame columns and beams are all made of Q345 steel. The basic structural dimensions are shown in Table 1.

[0061] Table 1 Basic structural parameters

[0062]

[0063] To further optimize the above technical solution, an elastically limited energy-absorbing support 2 was installed at the bottom of the superstructure. The rigid body displacement ratio was set to 80%. A structural mechanics analysis model was established, and the overall rotational stiffness of the structure's bottom caused by spring deformation was calculated to be 2,798,410 kN.m / rad. The vertical stiffness of spring 21 was also calculated based on this overall rotational stiffness.

[0064] The spring stiffness is designed based on the vertical load-bearing area of ​​the superstructure floor. Since the superstructure of this embodiment is symmetrical in both plan and vertical layout, elastic limit energy-absorbing supports are symmetrically arranged at the bottom of the superstructure, and the vertical stiffness of the springs in these symmetrically arranged elastic limit energy-absorbing supports remains consistent. Simultaneously, based on the principle of designing elastic supports with greater stiffness for larger vertical load-bearing areas, the bottom plane of the superstructure is maintained at the same horizontal height. Based on the conditions of this embodiment and the distribution of the load-bearing area, the relative ratio of spring stiffness is determined to be: K1:K2:K3=1:2:4. Therefore, three different spring stiffness values ​​are set: K1=13.99 kN / mm, K2=27.98 kN / mm, and K3=55.96 kN / mm.

[0065] 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 the principle of large spring stiffness for large load area is met. In addition, under three different spring stiffnesses of K1, K2, and K3, the superstructure is subjected to vertex pushover analysis. The rigid body displacement generated by the superstructure accounts for 81%, which meets the preset rigid body displacement ratio.

[0066] 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 is 0 mm (retain the integer), and when the vertical load of the floor is not considered for the push-over analysis of the structure, the absolute value of the vertical deformation of the spring on both sides of the symmetry axis is equal, such as Figure 4(B) The absolute value of the vertical deformation of the springs in tension and compression on both sides of the symmetry axis of the structural plane is 76 mm (retain the integer).

[0067] Furthermore, this embodiment also performs an elastic-plastic time history analysis to verify whether the rigid body displacement ratio meets the requirements.

[0068] 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 These are 10 natural earthquake acceleration response spectra.

[0069] Through analysis, the inter-story displacement angles of each layer in this embodiment under frequent, defensive, and rare earthquakes 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-story deformation more evenly distributed along the height of the building.

[0070] Among them, the rigid body displacement ratio of this embodiment under frequent, defensive, and rare earthquakes is as follows: Figure 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.

[0071] 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.

[0072] While 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 these embodiments without departing from the principles and spirit of the invention, and that the scope of the invention is defined by the appended claims and their equivalents.

Claims

1. A design method for an integral rocking self-resetting structure with a vibration dual-control system, characterized by: The steps include: S1. Design the basic parameters and working conditions of the superstructure (1); S2. Arranging an elastic limited 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). S5. Establish a finite element model and perform pushover analysis of 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; The overall swing self-resetting structure with a vibration dual control system includes: 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) is configured such that the upper structure (1) swings as a whole with respect to 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 vertically arranged springs (21), and the vertical stiffness of the plurality of springs (21) is symmetrically arranged around the base centroid of the overall upper structure (1).

2. The design method of the integral rocking self-resetting structure with a vibration dual control system according to claim 1 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) is kept consistent; when the plane layout of the upper structure (1) is asymmetrical, the principle of designing the elastic limit energy-absorbing support (2) with a larger vertical load-bearing area to have a larger stiffness is adopted, so that the bottom plane of the upper structure (1) is at the same horizontal height.

3. The design method of the integral rocking self-resetting structure with a vibration dual control system according to claim 1 is characterized in that: In step S5, for the ideal state of the structure in which the upper structure (1) has symmetrical structural planar arrangement and structural vertical arrangement, symmetrical load distribution, and uniform mass and stiffness distribution, regardless of whether the vertical load of the upper structure (1) floor 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 arrangement 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 arrangement are equal.

4. The design method of the integral rocking self-resetting structure with a vibration dual control system according to claim 2 is characterized in that: The spring (21) in the elastic limit energy-absorbing support (2) is only allowed to deform in the vertical direction of tension and compression. 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 swing 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.

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

6. The design method of the integral rocking self-resetting structure with a vibration dual control system according to claim 5, characterized in that: The limiting member (23) comprises an upper round steel cylinder (231) and a lower round steel cylinder (232), wherein 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).

7. The design method of the integral rocking self-resetting structure with a vibration dual control system according to claim 6, characterized in that: The elastic limiting 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.

8. The design method of the integral rocking self-resetting structure with a vibration dual control system according to claim 7, characterized in that: The energy dissipation part (22) comprises an inserted cross-shaped steel plate (221) and a friction surface cross-shaped steel plate seat (222), wherein the top of the inserted cross-shaped steel plate (221) is welded to the bottom of the support upper connecting plate (2a), and the friction surface cross-shaped steel plate seat (222) is welded to the top of the support lower connecting plate (2b), and 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).

9. The design method of the integral rocking self-resetting structure with a vibration dual control system according to claim 7, characterized in that: The support lower connecting 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 connecting 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.

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