Design method for mounting integral swing self-resetting structure of tension-compression energy dissipation support

Abstract

The invention discloses a design method of an integral swing self-resetting structure for mounting a tension-compression energy-dissipation support, and relates to the technical field of civil engineering earthquake resistance, and the integral swing self-resetting structure comprises a tensile limiting device and a compression limiting device; the method specifically comprises the steps that a structural mechanical model is established, and the lateral stiffness of a traditional fixed foundation is calculated; setting a rigid body displacement ratio to determine the vertical and horizontal rigidity and strength of the support; carrying out finite element push-and-cover analysis to verify a rigid body displacement ratio; setting an additional damping ratio; carrying out seismic response spectrum analysis on the vertical seismic isolation structure; calculating the vertical natural vibration period of the structure and adjusting the rigidity according to the response spectrum; carrying out elastic-plastic time-history analysis to detect an interlayer displacement angle, acceleration and structural damage; checking the consistency of the additional damping ratio and the actual energy consumption; and finally, anti-overturning checking calculation under extremely rare earthquake is carried out to ensure that the support and the limiting device are in an elastic state. The energy dissipation capacity and anti-seismic safety of the structure can be effectively improved, and the structure is suitable for various building structures needing vertical and horizontal seismic isolation.

Description

Technical Field

[0001] This invention relates to the field of seismic resistance technology in civil engineering, and more specifically to a design method for an integral rocking self-resetting structure for installing tension and compression energy dissipation bearings. Background Technology

[0002] Traditional building structures often employ fixed foundation designs, which are prone to generating significant internal forces under earthquake loads, leading to structural damage. Existing conventional seismic isolation bearings often exhibit unstable performance under tension, even losing their load-bearing capacity, and their energy dissipation capacity is difficult to fully utilize under alternating tension and compression. Furthermore, traditional seismic isolation designs often fail to adequately control the overall structural displacement (rigid body displacement) caused by rigid body rotation, potentially leading to overall structural overturning or excessive displacement of the isolation layer, affecting the seismic isolation effect and even causing structural instability.

[0003] Therefore, existing technologies lack a design method that can systematically consider the energy dissipation capacity of supports under alternating tension and compression, and effectively control the proportion of rigid body displacement in the structure. There is an urgent need for a design method that combines vertical and horizontal seismic isolation, includes tension and compression limiting devices, and utilizes rigid body displacement proportion adjustment, damping ratio setting, and multi-level seismic action verification to comprehensively improve the seismic performance and safety reserves of structures under moderate, major, and even extremely rare earthquakes. Summary of the Invention

[0004] In view of this, the present invention provides a design method for an integral rocking self-resetting structure with an installed tension-compression energy dissipation support, which optimizes the performance of the structure under moderate, large and even rare earthquakes through system stiffness configuration, displacement control and energy dissipation design.

[0005] To achieve the above objectives, the present invention adopts the following technical solution:

[0006] A design method for an integral rocking self-resetting structure for installing tension and compression energy dissipation supports, including a tensile limiting device and a compression limiting device; comprising the following steps:

[0007] S1. Establish a mechanical analysis model of the structure, apply a horizontal load to the top of the structure, and calculate the lateral stiffness K of the traditional base-fixed structure. sf ;

[0008] S2, Set rigid body displacement percentage Determine the vertical and horizontal stiffness of the support;

[0009] S3. Set up spring stiffness supports in the finite element model and perform pushover analysis to verify the proportion of rigid body displacement.

[0010] S4. Model and analyze the overall swaying self-resetting structure under minor, moderate and major earthquakes;

[0011] S5. Set the additional damping ratio of the structure under minor, moderate and major earthquakes;

[0012] S6. Perform vertical seismic response spectrum analysis on structures with vertical seismic isolation;

[0013] S7. Calculate the vertical natural period T of the structure. 竖 ;

[0014] S8. Adjust the vertical natural vibration period of the structure according to the vertical response spectrum. If necessary, reset the rigid body displacement ratio and return to S7.

[0015] S9. Perform elastoplastic time history analysis to examine interlayer displacement angle, acceleration and structural damage;

[0016] S10. Install vertical energy-dissipating dampers in the support layer;

[0017] S11. Compare the set damping ratio with the actual damping ratio, and adjust the damper parameters accordingly.

[0018] S12. Check whether the rigid body displacement ratio, floor tilt angle, horizontal acceleration, vertical acceleration and inter-story drift angle meet the requirements;

[0019] S13. Perform anti-overturning calculations under extremely rare earthquakes to ensure that the supports and limiting devices are in an elastic state.

[0020] Through the above technical solutions, this invention systematically optimizes the seismic performance of structures under minor, moderate, major, and even extremely rare earthquakes by designing the entire process from stiffness setting and displacement control to energy dissipation device configuration. It introduces and controls the "rigid body displacement ratio," effectively distinguishing between rigid body rotation and component deformation during structural deformation, thus improving the overall structural integrity and overturning resistance. Through vertical natural vibration period calculation and response spectrum analysis, it achieves coordinated operation of vertical isolation and horizontal sway, suitable for structures requiring bidirectional seismic isolation. Combined with tensile and compressive limiting devices, it ensures that the supports can still stably dissipate energy under alternating tension and compression, avoiding the problem of tension instability in traditional seismic isolation supports. By setting and verifying the additional damping ratio, it ensures that the actual energy dissipation capacity of the energy dissipation device is consistent with the design target, improving energy dissipation efficiency and structural safety. Through pushover analysis, elastoplastic time history analysis, and overturning resistance calculations, it comprehensively verifies the structural performance under earthquakes of different intensities, ensuring structural safety. This method is applicable to various building structures requiring vertical and horizontal seismic isolation, possessing good versatility and engineering applicability.

[0021] Preferably, in the above-mentioned design method for an integral rocking self-resetting structure for installing tension-compression energy dissipation supports, the lateral stiffness K in step S1 is... sf The calculations employ finite element pushover analysis, including modal pushover, inverted triangular loading, or uniformly distributed loading methods.

[0022] Preferably, in the above-mentioned design method for an integral rocking self-resetting structure for installing a tension-compression energy dissipation support, in step S2, u1 is the top horizontal displacement caused by bending deformation, u2 is the top horizontal displacement caused by shear deformation, and u3 is the top horizontal displacement caused by rigid body rotation.

[0023] Preferably, in the above-mentioned design method for an integral rocking self-resetting structure with an installed tension-compression energy dissipation support, in step S7, the vertical natural vibration period of the structure is calculated. M is the structural self-weight, K = ∑K i Let i be the sum of the vertical stiffness of each support. Calculate the vertical natural period.

[0024] Preferably, in the above-mentioned design method for an integral rocking self-resetting structure for installing tension and compression energy dissipation supports, the P-Δ effect must be considered in the modal analysis during traditional structural design.

[0025] Preferably, in the above-mentioned design method for an integral rocking self-resetting structure with an installed tension-compression energy dissipation support, when a horizontal load is applied to the top of the structure, the formula is:

[0026]

[0027] Where G is the representative value of the gravity load of the superstructure, φ is the ratio of the horizontal displacement at the center of gravity to the horizontal displacement at the top, H is the height from the top of the structure to the rotating support, and K... s This represents the anti-overturning moment generated by all the vertical spring supports when the foundation rotates a unit angle around the bottom support.

[0028] Preferably, in the above-mentioned design method for an integral rocking self-resetting structure with an installed tension-compression energy dissipation support, the formula for calculating the actual additional damping ratio is:

[0029]

[0030] Where ξ α W is the additional damping ratio of the structure. d W1 represents the energy consumed by the support, and W1 represents the energy consumed corresponding to the inherent damping ratio of the structure.

[0031] Preferably, in the above-mentioned design method for an integral rocking self-resetting structure with an installed tension-compression energy dissipation support, the elastoplastic time history analysis in step S9 uses no less than 7 seismic waves and verifies whether the inter-story drift angle meets the code limit.

[0032] Preferably, in the above-mentioned design method for an integral rocking self-resetting structure for installing a tension-compression energy dissipation support, the vertical energy dissipation damper in step S10 is a velocity-type damper.

[0033] Preferably, in the above-mentioned design method for an integral rocking self-resetting structure with an installed tension and compression energy dissipation support, the overturning resistance calculation in step S13 must ensure that the tension limiting device and the compression limiting device maintain an elastic state under extremely rare earthquakes, and that the overall structure tilt angle is less than the allowable value specified in the code.

[0034] As can be seen from the above technical solution, compared with the prior art, the present invention discloses a design method for installing an integral rocking self-resetting structure for a tension / compression energy dissipation support, which has the following beneficial effects:

[0035] 1. Systematic and Complete Design Process: This method constructs a complete design process from initial stiffness setting, displacement control, damping configuration to multi-level seismic performance verification. It does not focus on a single component in isolation, but rather designs the superstructure, tension and compression energy dissipation bearings, limiting devices, and dampers as a whole system, ensuring the rigor of the design logic and the reliability of the results.

[0036] 2. Controllability and adjustability of performance targets: By introducing and controlling the key indicator of "rigid body displacement ratio", designers can actively guide the structure's response mode under earthquakes and accurately allocate the ratio of component deformation to overall rigid body rotation, thereby achieving effective control over the overall performance of the structure (such as lateral stiffness and self-resetting ability).

[0037] 3. High efficiency and stability of the energy dissipation mechanism: By specially designed tension-compression energy dissipation bearings with tension and compression limiting devices, and supplemented by velocity dampers, the structure can stably and efficiently dissipate seismic energy under alternating tension and compression loads. This solves the key technical problem of unstable performance or even failure of traditional seismic isolation bearings under tension.

[0038] 4. Multi-level and robust safety reserves: The method requires multi-level verification under "minor, moderate, major, and even extremely rare earthquakes," including elastoplastic time history analysis and overturning resistance calculations. This progressive verification system greatly enhances the structure's safety reserves and collapse resistance under earthquakes of varying intensities, ensuring that even under extreme earthquakes, the restraint devices remain flexible, preventing catastrophic overturning of the structure.

[0039] 5. Comprehensiveness of seismic isolation dimensions: This method not only focuses on horizontal seismic isolation (through the swaying mechanism), but also calculates the vertical natural vibration period and adjusts it according to the vertical response spectrum, thereby achieving effective control of vertical seismic action, achieving an organic combination of vertical and horizontal seismic isolation, and broadening its application scope.

[0040] 6. Closed-loop verification of design parameters: The steps for setting and verifying the "additional damping ratio" are proposed. By comparing the actual energy consumption of the damper calculated by the software with the theoretical formula, the accuracy of the energy consumption design is ensured, and the disconnect between design and reality is avoided.

[0041] 7. Clear performance acceptance standards: The methodology clearly defines the inspection requirements for a series of macroscopic performance indicators such as inter-story drift angle, floor tilt angle, and acceleration response, so that the design results have clear specifications to follow and ensure the functionality and safety of the structure. Attached Figure Description

[0042] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on the provided drawings without creative effort.

[0043] Figure 1 The attached diagram shows a mechanical model of a traditional structure under lateral loads.

[0044] Figure 2 The attached diagram shows the mechanical model of the swaying structure under lateral load.

[0045] Figure 3 The attached figure is a three-dimensional structural model of the installation tension and compression energy dissipation support provided by the present invention;

[0046] Figure 4 The attached figure shows the time history response spectrum curve of the integral rocking self-resetting structure of the installation tension and compression energy dissipation support provided by the present invention;

[0047] Figure 5 The attached figure is a comparison diagram of the vertical response spectrum and the vertical natural vibration period of the overall rocking self-resetting structure of the installation tension and compression energy dissipation support provided by the present invention.

[0048] Figure 6 The attached figure is a time history diagram of the support limiting displacement of the overall rocking self-resetting structure for the installation of tension and compression energy dissipation supports provided by the present invention under gravity and seismic loads.

[0049] in:

[0050] 1-Fixed end support, 2-Upper structure, 3-Spring support;

[0051] P - Top horizontal thrust, G - Representative value of gravity load of the superstructure, H - Height from the top of the structure to the rotating support, u1 - Top horizontal displacement caused by bending deformation, u2 - Top horizontal displacement caused by shear deformation, u3 - Top horizontal displacement caused by rigid body rotation, u4 - Initial eccentricity of gravity load of the superstructure, u - Total top horizontal displacement. Detailed Implementation

[0052] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0053] This invention discloses a design method for an integral rocking self-resetting structure for installing a tension / compression energy dissipation support, including a tensile limiting device and a compression limiting device; comprising the following steps:

[0054] S1. Establish a mechanical analysis model of the structure, and apply a horizontal load to the top of the structure to obtain the lateral stiffness K of a traditional base-fixed structure. sf K sf This represents the horizontal force required to cause a unit lateral displacement of the superstructure when the foundation is fixed, which is the lateral stiffness of the superstructure when using a traditional fixed-end foundation.

[0055] S2, Set rigid body displacement percentage Determine the vertical and horizontal stiffness of the support (without horizontal lateral displacement), and substitute them into the formula to obtain the spring stiffness;

[0056] S3. Set the above-mentioned spring stiffness support in the finite element model and perform pushover analysis. Establish the finite element model of the structure and set the support as the above-mentioned stiffness spring support. Then perform finite element pushover analysis and calculate the rigid body displacement ratio.

[0057] S4. Modeling and analysis of the above-mentioned overall swaying self-resetting structure under small, medium and large earthquakes;

[0058] S5. Set the additional damping ratio of the structure under small, medium and large earthquakes;

[0059] S6. For structures with vertical seismic isolation, the structure exhibits a vertical seismic response or a vertical vibration response spectrum caused by the surrounding environment, provided that the structure is under vertical seismic isolation or vertical vibration is caused by the environment.

[0060] S7. Based on theoretical analysis, calculate the vertical natural period of vibration of the structure. M is the structural self-weight, K = ∑K i Let i be the sum of the vertical stiffness of each support. Calculate the vertical natural period.

[0061] S8. Based on the vertical response spectrum and the calculated vertical natural period, determine the magnitude of the vertical response. If the vertical response is large, adjust the vertical natural period T of the structure. 竖 The rigid body displacement ratio needs to be reset, and the vertical stiffness of the support needs to be recalculated. That is, the vertical stiffness of the support needs to be adjusted proportionally as a whole, the rotational stiffness of the base needs to be calculated, and then return to S7 to recalculate ω.竖 ;

[0062] S9. Perform elastoplastic time history analysis on the model and examine macroscopic performance indicators such as inter-story drift angle and acceleration, as well as structural damage. When performing elastoplastic time history analysis, time history response analysis under small, medium, and large earthquakes is required for no less than 7 seismic waves. Examine whether macroscopic performance indicators such as inter-story drift angle and acceleration, as well as structural damage, meet the requirements. If the requirements are not met, change the rigid body displacement ratio.

[0063] S10. A vertical energy-dissipating damper is installed in the support layer. In this embodiment, a velocity-type damper is preferred.

[0064] S11. Compare the set damping ratio with the actual energy consumption of the damper calculated by the software and compare it with the calculation formula in the specification theory. Adjust the additional damping ratio or adjust the damper parameters so that the assumed additional damping ratio is approximately equal to the actual additional damping ratio.

[0065] S12. The rigid body displacement ratio of the calculation model must meet the rigid body displacement ratio of the theoretical calculation. The floor tilt angle must meet the requirements of the code and function. Check whether the horizontal acceleration, vertical acceleration and inter-story drift angle meet the requirements.

[0066] S13. Perform overturning resistance calculations on the model under extremely rare earthquakes, check whether the supports are intact, especially whether the tensile limiting devices and compressive limiting devices remain in an elastic state, the tilt angle of the overall structure must be less than the allowable value or the inter-story drift angle must meet the requirements of the code, and check whether the various performances of the supports meet the requirements.

[0067] To further optimize the above technical solution, the method for performing finite element pushover analysis in step S1 also includes modal pushover, inverted triangle, and uniformly distributed loading methods.

[0068] To further optimize the above technical solutions, modal analysis in traditional structural design must consider the P-Δ effect.

[0069] To further optimize the above technical solution, u1 is the top horizontal displacement caused by bending deformation, u2 is the top horizontal displacement caused by shear deformation, u3 is the top horizontal displacement caused by rigid body rotation, and u = u1 + u2 + u3.

[0070] To further optimize the above technical solution, when applying a horizontal load at the top of the structure, the formula is as follows:

[0071]

[0072] Where G is the representative value of the gravity load of the superstructure, φ is the ratio of the horizontal displacement at the center of gravity to the horizontal displacement at the top, H is the height from the top of the structure to the rotating support, and K... sThis represents the anti-overturning moment generated by all the vertical spring supports when the foundation rotates a unit angle around the bottom support.

[0073] Example 1:

[0074] In this example, the superstructure is a 3-story steel frame structure with a floor height of 5m, each span of 7.5m, a floor slab thickness of 120mm, a damping ratio of 0.04, a dead load of 3KN / ㎡, a live load of 2KN / ㎡, and Q345 steel is selected.

[0075] The basic dimensional parameters of the structure are shown in Table 1:

[0076] Table 1

[0077]

[0078] Working conditions: seismic intensity of 8 degrees 0.3g, site category II group 2, site characteristic period 0.4s.

[0079] S1: K is obtained through finite element method reaming. sf =10.37KN / mm.

[0080] S2: Set the rigid body displacement ratio to 90%, and determine the vertical and horizontal stiffness of the support (no horizontal lateral displacement occurs). Substitute these values ​​into the formula to obtain the stiffness of the spring support. Calculate φ = 0.5, G = 3140.245 KN, H = 15 m, and substitute these values ​​into the formula to obtain K. s =285418.7 kN·m, then the spring stiffness is 5.1 kN / mm.

[0081] S3: In the finite element model, set the above-mentioned spring stiffness support and perform pushover analysis to establish the finite element model of the structure. Set the support as a spring support with the above stiffness, and then perform finite element pushover analysis to calculate the rigid body displacement ratio. The elastic stiffness of the telescopic spring in the spring support is taken as 5.1 KN / mm. Then, the rigid body displacement ratio is calculated to be 0.8901 by horizontally pushing over the top of the structure by 50 mm.

[0082] S4: Modeling and analysis of the above-mentioned overall swaying self-resetting structure under small, medium and large earthquakes.

[0083] S5: Set the additional damping ratio of the sway self-resetting structure under moderate and major earthquakes, assuming the additional damping ratio is 0.06.

[0084] S6: For structures with vertical seismic isolation, the structure exhibits a vertical seismic response or a vertical vibration response spectrum caused by the surrounding environment in response to vertical earthquakes, seismic isolation, or environmental factors that induce vertical vibration.

[0085] S7: Based on theoretical analysis, calculate the vertical natural period of the structure. M is the structural self-weight, K = ∑K i Let i be the sum of the vertical stiffness of each support. Calculate the vertical natural period. Calculated T 竖 =0.787488.

[0086] S8: Based on the vertical response spectrum and the calculated vertical natural period, determine the magnitude of the vertical response. If the vertical response is large, adjust the vertical natural period T of the structure. 竖 The rigid body displacement ratio needs to be reset, and the vertical stiffness of the support needs to be recalculated. That is, the vertical stiffness of the support needs to be adjusted proportionally as a whole, the rotational stiffness of the base needs to be calculated, and then return to S7 to recalculate ω. 竖 The comparison between the vertical response spectrum and the calculated vertical natural period in this embodiment is shown in the figure. Figure 4 At this point, the vertical reaction is minimal, which meets the requirements.

[0087] S9: Perform elastoplastic time history analysis on the model and examine macroscopic performance indicators such as inter-story drift angle and acceleration, as well as structural damage. The elastoplastic time history analysis requires time history response analysis under at least seven seismic waves, covering small, moderate, and large earthquakes. The seismic response spectrum parameters in this embodiment are shown below. Figure 5 The inter-story drift angle, acceleration and other macroscopic performance indicators and structural damage are checked to see if they meet the requirements. If they do not meet the requirements, the rigid body displacement ratio is changed.

[0088] S10: A vertical energy-dissipating damper is installed in the support layer, preferably a velocity-type damper.

[0089] S11: Compare the set damping ratio. The software calculates the actual energy dissipation of the damper and compares it with the calculation formula in the code theory. Adjust the additional damping ratio or damper parameters to make the assumed additional damping ratio approximately equal to the actual additional damping ratio. Based on the energy curve comparison method, which states that the ratio of structural modal energy dissipation to modal damping ratio is equal to the ratio of total energy dissipation to additional damping ratio, the damping ratio added to the structure by the support can be calculated using the structural damping ratio, the energy dissipation corresponding to the inherent damping ratio of the structure, and the total energy dissipation of the supports. The formula is as follows: Where ξ α W is the additional damping ratio of the structure. d The energy consumed by the support, W1 is the energy consumed corresponding to the inherent damping ratio of the structure. In this embodiment, W1 is the energy consumed under a large earthquake. d =283731.1J, W1=191126.01, ξ1=0.04, then It meets the set additional damping ratio and satisfies the requirements.

[0090] S12: The rigid body displacement ratio of the calculation model must meet the rigid body displacement ratio calculated in theory. The floor tilt angle must meet the requirements of the code and function. Verify whether the horizontal acceleration, vertical acceleration, and inter-story drift angle meet the requirements.

[0091] S13: Perform overturning resistance calculations on the model under extremely rare earthquakes, check whether the supports are intact, especially whether the tensile and compressive limiting devices remain elastic, the tilt angle of the overall structure must be less than the allowable value or the inter-story drift angle must meet the code requirements, and verify whether the various performance characteristics of the supports meet the requirements.

[0092] In this embodiment, the inter-story drift angles of each layer during major, moderate, and minor earthquakes are shown in Table 2, which meets the design requirements.

[0093] Table 2

[0094]

[0095]

[0096] The rigid body displacement ratio of each layer in this embodiment during large, medium, and small earthquakes is shown in Table 3, which meets the design requirements.

[0097] Table 3

[0098]

[0099] The various embodiments in this specification are described in a progressive manner, with each embodiment focusing on its differences from other embodiments. Similar or identical parts between embodiments can be referred to interchangeably. For the apparatus disclosed in the embodiments, since they correspond to the methods disclosed in the embodiments, the description is relatively simple; relevant parts can be referred to the method section.

[0100] The above description of the disclosed embodiments enables those skilled in the art to make or use the invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the invention. Therefore, the invention is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A design method of an integrated rocking self-centering structure installed with tension and compression energy dissipation bearings, containing a tension limiting device and a compression limiting device; characterized in that, Includes the following steps: S1, a mechanical analysis model of the structure is established, and a horizontal load is applied at the top of the structure to calculate the lateral stiffness K of the traditional base-fixed structure sf ; S2, set rigid body displacement proportion determine vertical stiffness and horizontal stiffness of the support S3. Set up spring stiffness supports in the finite element model and perform pushover analysis to verify the proportion of rigid body displacement. S4. Model and analyze the overall swaying self-resetting structure under minor, moderate and major earthquakes; S5. Set the additional damping ratio of the structure under minor, moderate and major earthquakes; S6. Perform vertical seismic response spectrum analysis on structures with vertical seismic isolation; S7, calculate the vertical natural vibration period T of the structure 竖 ; S8. Adjust the vertical natural vibration period of the structure according to the vertical response spectrum. If necessary, reset the rigid body displacement ratio and return to S7. S9. Perform elastoplastic time history analysis to examine interlayer displacement angle, acceleration and structural damage; S10. Install vertical energy-dissipating dampers in the support layer; S11. Compare the set damping ratio with the actual damping ratio, and adjust the damper parameters accordingly. S12. Check whether the rigid body displacement ratio, floor tilt angle, horizontal acceleration, vertical acceleration and inter-story drift angle meet the requirements; S13. Perform anti-overturning calculations under extremely rare earthquakes to ensure that the supports and limiting devices are in an elastic state.

2. The design method of a whole rocking self-resetting structure installed with tension-compression energy dissipation bearings according to claim 1, characterized in that, The lateral stiffness K in step S1 sf The calculation employs finite element pushover analysis, including modal pushover, inverted triangular loading or uniform loading method.

3. The design method for an integral rocking self-resetting structure for installing a tension / compression energy dissipation support according to claim 1, characterized in that, In step S2, u1 is the top horizontal displacement caused by bending deformation, u2 is the top horizontal displacement caused by shear deformation, and u3 is the top horizontal displacement caused by rigid body rotation.

4. The design method for an integral rocking self-resetting structure for installing a tension / compression energy dissipation support according to claim 1, characterized in that, In step S7, the vertical natural period of the structure is calculated. M is the structural self-weight, K = ∑K i Let i be the sum of the vertical stiffness of each support. Calculate the vertical natural period.

5. The design method for an integral rocking self-resetting structure for installing a tension / compression energy dissipation support according to claim 1, characterized in that, In traditional structural design, modal analysis must consider the P-Δ effect.

6. The design method for an integral rocking self-resetting structure for installing a tension / compression energy dissipation support according to claim 1, characterized in that, When a horizontal load is applied to the top of the structure, the formula is: where G is the representative value of the gravity load of the upper structure, φ is the ratio of the horizontal displacement at the center of gravity to the horizontal displacement at the top, H is the height from the top of the structure to the rotating support, K s represents the anti-overturning moment generated by all vertical spring supports when the foundation produces a unit rotation angle around the bottom support.

7. The design method for an integral rocking self-resetting structure for installing a tension / compression energy dissipation support according to claim 1, characterized in that, The formula for calculating the actual additional damping ratio is: where ξ α is the additional damping ratio of the structure, W d is the energy dissipated by the bearings, and W1 is the energy dissipated corresponding to the inherent damping ratio of the structure.

8. The design method for an integral rocking self-resetting structure for installing a tension / compression energy dissipation support according to claim 1, characterized in that, In step S9, the elastoplastic time history analysis uses no fewer than 7 seismic waves and verifies whether the inter-story drift angle meets the code limit.

9. The design method for an integral rocking self-resetting structure for installing a tension / compression energy dissipation support according to claim 1, characterized in that, The vertical energy-dissipating damper in step S10 is a velocity-type damper.

10. The design method for an integral rocking self-resetting structure for installing a tension / compression energy dissipation support according to claim 1, characterized in that, In step S13, the overturning resistance calculation must ensure that the tension limiting device and the compression limiting device remain in an elastic state under extremely rare earthquakes, and that the overall structural tilt angle is less than the allowable value specified in the code.

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