A design method for limiter support vibration isolation structure

Abstract

The present invention relates to the technical field of building vibration reduction technology, and discloses a design method for a limiter support vibration isolation structure, comprising the following steps: S1, designing the placement position of the vibration isolation layer; S2, determining the seismic performance targets of the upper and lower buildings, and determining the seismic performance levels of the lower building, the vibration isolation layer, and the upper building; S3, designing the limiting state of the limiter support under different earthquakes; S4, performing model envelope calculations on the horizontal stiffness and vertical stiffness combination of the overall structure according to different earthquakes, and obtaining the force data and relative displacement data of each structure; S5, performing structural design of the limiter support, and performing finite element analysis on the limiter support using the above data; S6, performing performance design on the upper and lower buildings. The present invention provides a design method for a limiter support vibration isolation structure, which can calculate the force data and relative displacement data of each structure under various special conditions, and ensure that the design results are reliable.

Description

Technical Field

[0001] The present invention relates to the technical field of earthquake-resistant design technology, and in particular to a design method of a limiter support vibration isolation structure. Background Art

[0002] With the acceleration of global urbanization, rail transit systems, as a vital infrastructure of modern cities, are expanding at an unprecedented rate in terms of network size and coverage. This has led to a growing demand for intensive land use, prompting a surge in rail transit overpass development projects. However, the vibrations generated by rail transit operations and the potential impact of earthquakes pose significant challenges to the structural safety and user comfort of overpass buildings. In areas with high-density buildings and complex geological conditions, effectively isolating rail transit vibrations and ensuring the safety of building structures during earthquakes have become critical issues that require urgent resolution.

[0003] At present, rail transit rooftop buildings often use vibration isolation technologies such as rubber bearings, spring bearings, or three-dimensional bearings to reduce the impact of vibration. However, the performance of traditional vibration isolation technology is insufficient when faced with the extremely large shear force and large swing problems caused by earthquakes. In particular, although spring bearings can provide good vertical vibration reduction effects, they have limitations in terms of horizontal bearing capacity and building sway control. As a result, the completed buildings may have insufficient safety and excessive deformation during earthquakes, affecting the safety of the building. The emergence of limit steel spring bearings has solved this problem very well, but how to ensure the safety of the architectural design of limit steel spring bearings has become a difficult problem to solve.

[0004] Existing design methods lack systematic solutions for dealing with the sudden change in stiffness of the isolation layer, the timing of the isolator limit functioning in large, medium and small earthquakes, and the dynamic response of the entire building before and after the limit. This makes it difficult for traditional design methods to meet the design requirements of buildings with limit steel spring supports. Summary of the Invention

[0005] The purpose of the present invention is to provide a design method for a limiter support vibration isolation structure, which can systematically calculate the force data of the limiter support, the upper building and the lower building under various special circumstances and the relative displacement data of the upper and lower base bodies, the various structures of the upper building and the various structures of the lower building, and ensure that the design results are reliable.

[0006] In order to achieve the above-mentioned object, the present invention provides a design method for a limiter support vibration isolation structure, wherein the limiter support includes an upper seat, a lower seat and a spring, the upper seat is mounted on the lower seat, the two ends of the spring are respectively connected to the upper seat and the lower seat, a first gap and a second gap are defined between the upper seat and the lower seat, the first gap allows the upper seat to slide horizontally relative to the lower seat, and the second gap allows the upper seat to slide vertically relative to the lower seat, the limiter support is arranged in a vibration isolation layer, and the vibration isolation layer is arranged between the upper building and the lower building, and the method is characterized in that it includes the following steps:

[0007] S1. Designing the placement of the vibration isolation layer;

[0008] S2. Determine the seismic performance targets of the superstructure and the substructure, and determine the seismic performance levels of the substructure, the vibration isolation layer, and the superstructure;

[0009] S3. Designing the limiting state of the limiter support under different earthquakes;

[0010] S4. Perform model envelope calculation on the horizontal stiffness and vertical stiffness combination of the vibration isolation layer, the superstructure, and the substructure according to different earthquakes to obtain force data of the limiter support, the superstructure, and the substructure, as well as relative displacement data of the upper and lower base bodies, and various structures of the superstructure and the substructure;

[0011] S5. Based on the above calculation results, perform structural design of the limiter support, and perform finite element analysis on the limiter support based on the above obtained force data;

[0012] S6. Perform performance design on the superstructure and the substructure.

[0013] Furthermore, in S2, the target performance level of the seismic resistance of the upper building is not lower than C, and the target performance level of the seismic resistance of the vibration isolation layer and the lower building is not lower than B; the seismic resistance performance level of the upper building is not lower than the first performance level in the case of a minor earthquake, not lower than the third performance level in the case of a moderate earthquake, and not lower than the fourth performance level in the case of a major earthquake; the seismic resistance performance level of the vibration isolation layer and the lower building is not lower than the first performance level in the case of a minor earthquake, not lower than the second performance level in the case of a moderate earthquake, and not lower than the third performance level in the case of a major earthquake.

[0014] Furthermore, in the case of a small earthquake, YJK and Midas Building software are used to verify the seismic performance targets and seismic performance levels of the upper building, the vibration isolation layer and the lower building; in the case of a moderate earthquake, YJK software is used to verify the seismic performance targets and seismic performance levels of the upper building, the vibration isolation layer and the lower building; in the case of a large earthquake, YJK and PKPM-Sausage software are used to verify the seismic performance targets and seismic performance levels of the upper building, the vibration isolation layer and the lower building.

[0015] Furthermore, in S3, it is determined that in the case of small and medium earthquakes, the limiter support is limited in the horizontal direction by the abutment between the upper seat body and the lower seat body, and is not limited in the up and down directions; it is determined that in the case of large earthquakes, the limiter support is limited in the horizontal direction and in the up and down directions by the abutment between the upper seat body and the lower seat body.

[0016] Furthermore, in S4, small earthquake calculations are performed using an elastic design method to design the structural bearing capacity, select seismic waves for elastic time history analysis, and verify the response spectrum analysis results; small earthquake calculations use a single model, select the stiffness of the upper seat and the lower seat when they are in contact in terms of horizontal stiffness, and select the stiffness of the spring in terms of vertical stiffness.

[0017] Furthermore, in S4, the calculation of moderate earthquakes adopts earthquake response spectrum analysis; the calculation of moderate earthquakes adopts dual-model envelope, in the first model, the stiffness when the upper seat and the lower seat are in contact with each other is selected in the horizontal stiffness, and the stiffness of the spring is selected in the vertical stiffness; in the second model, the stiffness when the upper seat and the lower seat are in contact with each other is selected in the horizontal stiffness, and the stiffness when the upper seat and the lower seat are in contact with each other is selected in the vertical stiffness, and then the first model and the second model are enveloped.

[0018] Furthermore, in S4, the calculation of major earthquakes adopts the dynamic elastic-plastic time-history analysis method; the calculation of major earthquakes adopts the dual-model envelope. In the first model, the stiffness of the upper seat body and the lower seat body when they are in contact with each other is selected in the horizontal stiffness, and the stiffness of the spring is selected in the vertical stiffness; in the second model, the stiffness of the upper seat body and the lower seat body when they are in contact with each other is selected in the horizontal stiffness, and the stiffness of the upper seat body and the lower seat body when they are in contact with each other is selected in the vertical stiffness, and then the first model and the second model are enveloped.

[0019] Furthermore, in S5, if the design result of the limiter support does not meet the result of the finite element analysis, it is necessary to readjust the sizes of the first gap and the second gap, and return to S4.

[0020] Furthermore, in S6, if the structural designs of the superstructure and the substructure do not meet their corresponding performance targets, the arrangement and cross-sectional dimensions of the beams, columns, walls, and core tubes of the superstructure and the substructure are readjusted, and the process returns to S4.

[0021] Compared with the prior art, the design method of a limiter support vibration isolation structure in an embodiment of the present invention has the following beneficial effects: first, the limiting state of the limiter support under different earthquakes is designed, and then, according to the different earthquakes, the horizontal stiffness and vertical stiffness combination of the vibration isolation layer, the upper building, and the lower building are subjected to model envelope calculation, which can include the sudden change of the stiffness of the vibration isolation layer and the dynamic response of the entire building before and after the limiting into the calculation, and finally obtain the stress condition data of the limiter support, the upper building, and the lower building, as well as the relative displacement data of the upper and lower base bodies, the upper building structures, and the lower building structures. The envelope calculation covers many special conditions, and the design results are more reliable, ensuring that the structure meets the requirements of safety and economy. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] Figure 1 is a flow chart of a design method for a limiter support vibration isolation structure according to an embodiment of the present invention;

[0023] Figure 2 1. It is a layout diagram of the vibration isolation layer of the design method of the limiter support vibration isolation structure according to an embodiment of the present invention;

[0024] Figure 3 1. It is a schematic diagram of a limiter support structure according to a design method of a limiter support vibration isolation structure according to an embodiment of the present invention;

[0025] In the figure, 1, vibration isolation layer;

[0026] 2. Superstructure;

[0027] 3. Substructure;

[0028] 4. Limiter support; 401. Upper seat; 402. Lower seat; 403. Spring; 404. First gap; 405. Second gap. DETAILED DESCRIPTION

[0029] The following embodiments of the present invention are described in further detail with reference to the accompanying drawings and examples. The following examples are used to illustrate the present invention but are not intended to limit the scope of the present invention.

[0030] In the description of the present invention, the terms "upper", "lower", "left", "right", "front", "back", "inner", "outer", "lateral", "longitudinal", etc. used to indicate directions or positional relationships are based on the directions or positional relationships shown in the accompanying drawings. They are only used to facilitate the description of the present invention and simplify the description. They are not intended to limit the indicated devices, elements, or components to having a specific direction, or to be constructed and operated in a specific direction. Therefore, they should not be understood as limiting the present invention. For those skilled in the art, the specific meanings of these terms in the present invention can be understood according to specific circumstances.

[0031] In the description of the present invention, the terms "provided with," "disposed," "connected," and "placed" should be interpreted broadly. For example, they may refer to fixed connections, removable connections, or integral structures; mechanical connections or electrical connections; direct connections or indirect connections through an intermediary; or internal communication between two devices, elements, or components. Those skilled in the art will understand the specific meanings of these terms in the present invention based on specific circumstances.

[0032] Furthermore, the terms "first," "second," and the like are primarily used to distinguish between different devices, elements, or components (which may or may not be of the same type and configuration), and are not intended to indicate or imply the relative importance or quantity of the devices, elements, or components indicated. Unless otherwise specified, "plurality" means two or more.

[0033] The technical solution of the present invention is further described below with reference to the embodiments and drawings.

[0034] like Figure 1 、 2 3, a design method for a limiter support vibration isolation structure according to an embodiment of the present invention is shown, the limiter support 4 includes an upper seat 401, a lower seat 402 and a spring 403, the upper seat 401 is installed on the lower seat 402, the two ends of the spring 403 are respectively connected to the upper seat 401 and the lower seat 402, and a first gap 404 and a second gap 405 are defined between the upper seat 401 and the lower seat 402. The first gap 404 allows the upper seat 401 to slide horizontally relative to the lower seat 402, and the second gap 405 allows the upper seat 401 to slide vertically relative to the lower seat 402. The limiter support 4 is disposed in the vibration isolation layer 1, and the vibration isolation layer 1 is disposed between the upper building 2 and the lower building 3. The method is characterized in that it includes the following steps:

[0035] S1. Design the placement of the vibration isolation layer 1;

[0036] S2. Determine the seismic performance targets of the upper structure 2 and the lower structure 3, and determine the seismic performance levels of the lower structure 3, the vibration isolation layer 1, and the upper structure 2;

[0037] S3. Design the limiting state of the limiter support 4 under different earthquakes;

[0038] S4. Based on different earthquakes, perform model envelope calculations on the horizontal and vertical stiffness combinations of the isolation layer 1, superstructure 2, and substructure 3 to obtain force data on the limiter support 4, superstructure 2, and substructure 3, as well as relative displacement data on the upper and lower base bodies 401, 402, and the structures of the superstructure 2 and substructure 3.

[0039] S5. Based on the above calculation results, the structure of the limiter support 4 is designed, and the finite element analysis of the limiter support 4 is performed based on the above obtained force data;

[0040] S6. Perform performance design on the superstructure 2 and the substructure 3.

[0041] Based on the above technical solution, the limiting state of the limiter support 4 under different earthquakes is first designed, and then the horizontal stiffness and vertical stiffness combination of the vibration isolation layer 1, the upper building 2, and the lower building 3 are model enveloped and calculated according to the different earthquakes. The sudden change in stiffness of the vibration isolation layer 1 and the dynamic response of the entire building before and after limiting can be included in the calculation. Finally, the stress condition data of the limiter support 4, the upper building 2, and the lower building 3 and the relative displacement data of the upper seat 401 and the lower seat 402, the upper building 2 structures, and the lower building 3 structures are obtained. The envelope calculation covers many special conditions, and the design results are more reliable, ensuring that the structure meets the requirements of safety and economy.

[0042] Preferably, in S2, the target seismic performance grade of the upper building 2 is not lower than C, and the target seismic performance grade of the vibration isolation layer 1 and the lower building 3 is not lower than B; the upper building 2 is not lower than the first performance level in the case of a small earthquake, not lower than the third performance level in the case of a moderate earthquake, and not lower than the fourth performance level in the case of a large earthquake; the seismic performance level of the vibration isolation layer 1 and the lower building 3 is not lower than the first performance level in the case of a small earthquake, not lower than the second performance level in the case of a moderate earthquake, and not lower than the third performance level in the case of a large earthquake. The target seismic performance levels and seismic performance levels of the upper building 2, the limiter support 4 and the lower building 3 are as shown in Table 1.

[0043] The above-mentioned selection of the target grade and level of seismic performance for the upper building 2, the vibration isolation layer 1, and the lower building 3 is based on the stability, safety, and economy of the entire building. It can improve the overall seismic resistance of the building, reduce the risk of collapse, and has strong repairability. After an earthquake, the entire building can be repaired and put back into use quickly.

[0044] It should be noted that the seismic performance targets can be divided into four levels, A, B, C, and D, from high to low, according to the design intensity, design category, and importance of the structure. The seismic performance levels can be divided into levels 1, 2, 3, 4, and 5 according to the degree of damage to the structure under the action of an earthquake. Each seismic performance target corresponds to a set of seismic performance levels.

[0045] More preferably, in the case of a small earthquake, YJK and Midas Building software are used to verify the seismic performance targets and seismic performance levels of the upper building 2, the vibration isolation layer 1 and the lower building 3; in the case of a moderate earthquake, YJK software is used to verify the seismic performance targets and seismic performance levels of the upper building 2, the vibration isolation layer 1 and the lower building 3; in the case of a large earthquake, YJK and PKPM-Sausage software are used to verify the seismic performance targets and seismic performance levels of the upper building 2, the vibration isolation layer 1 and the lower building 3.

[0046] Midas Building, YJK, and PKPM-Sausage are widely used professional tools in the field of seismic design. They possess powerful computing capabilities and a rich database, enabling accurate simulation of structural response under earthquakes. YJK excels in overall structural analysis and design optimization, while PKPM-Sausage excels in complex structural analysis and nonlinear analysis. Therefore, for small earthquakes, using Midas Building and YJK as verification software improves verification accuracy and comprehensively assesses seismic performance. For moderate earthquakes, using YJK as verification software leverages its advantages in overall structural analysis and design optimization, ensuring structural safety under moderate earthquakes. For large earthquakes, using YJK and PKPM-Sausage as verification software leverages their complementary characteristics to comprehensively assess seismic performance under large earthquakes, ensuring overall building safety under extreme conditions.

[0047] Table 1 Target seismic performance grades and seismic performance levels of the upper structure 2, the limiter support 4 and the lower structure 3

[0048]

[0049] Specific manifestation in structure:

[0050]

[0051] Preferably, in S3, it is determined that the limiter support 4 is limited in the horizontal direction by the abutment between the upper seat body 401 and the lower seat body 402 in the case of small and medium earthquakes, and is not limited in the up and down directions; it is determined that the limiter support 4 is limited in the horizontal direction and the up and down directions by the abutment between the upper seat body 401 and the lower seat body 402 in the case of large earthquakes.

[0052] In the case of small and moderate earthquakes, the upper seat 401 and the lower seat 402 are limited in the horizontal direction by abutting each other, which can effectively prevent excessive horizontal displacement between the upper building 2 and the lower building 3 under the action of the horizontal force of the earthquake, thereby ensuring the stability of the overall building structure; springs 403 are arranged in the up and down directions, allowing a certain degree of freedom between the upper building 2 and the lower building 3 in the up and down directions. The springs 403 can absorb and alleviate the vertical vibration energy generated by the earthquake, reducing structural stress concentration and damage; in the case of a large earthquake, the upper seat 401 and the lower seat 402 are limited in the horizontal and up and down directions by abutting each other. Comprehensive limitation can significantly enhance the overall stiffness and stability of the structure under the action of strong earthquakes, so that the entire building can withstand earthquake stress at the same time, thereby ensuring the safety performance of the entire building under extreme conditions.

[0053] More preferably, in S4, the small earthquake calculation is performed using an elastic design method, the structural bearing capacity is designed, the seismic waves are selected for elastic time history analysis, and the response spectrum analysis results are verified; the small earthquake calculation adopts a single model, and the stiffness when the upper seat 401 and the lower seat 402 are in contact is selected in the horizontal stiffness, and the stiffness of the spring 403 is selected in the vertical stiffness.

[0054] Under the action of small earthquakes, the elastic design method is adopted for calculation, that is, it is assumed that the isolation layer 1, the upper building 2, and the lower building 3 are all in an elastic working state, and the linear static method or the linear dynamic method is used to analyze the internal force and deformation to ensure that the structure is generally not damaged or does not need to be repaired when subjected to frequent earthquakes with an intensity lower than the seismic fortification intensity of the local area, and can continue to be used, thereby achieving the fortification goal of "no damage in small earthquakes". The response spectrum analysis and the elastic time-history analysis complement each other. The response spectrum method can quickly evaluate the overall response of the structure under the action of an earthquake, while the elastic time-history analysis can reflect the dynamic response of the structure during the earthquake in more detail, including the changes in displacement, velocity and acceleration over time, so as to more accurately identify the weak points of the structure, ensure the safety of the entire building, and improve the design accuracy.

[0055] Specifically, under the action of a small earthquake, the vertical displacement distance of the upper seat body 401 relative to the lower seat body 402 does not exceed the second gap 405; under the action of a wind load that occurs once in fifty years, the horizontal and vertical displacements of the upper seat body 401 relative to the lower seat body 402 do not exceed the first gap 404 and the second gap 405; under the action of a wind load that occurs once in a hundred years, the horizontal displacement of the upper seat body 401 relative to the lower seat body 402 does not exceed the first gap 404.

[0056] In a specific embodiment, the elastic design method is preferably CQC or elastic dynamic time history analysis.

[0057] Preferably, in S4, the calculation of moderate earthquakes adopts earthquake response spectrum analysis; the calculation of moderate earthquakes adopts dual-model envelope, in the first model, the stiffness of the upper seat 401 and the lower seat 402 when they are in contact with each other is selected in the horizontal stiffness, and the stiffness of the spring 403 is selected in the vertical stiffness; in the second model, the stiffness of the upper seat 401 and the lower seat 402 when they are in contact with each other is selected in the horizontal stiffness, and the stiffness of the upper seat 401 and the lower seat 402 when they are in contact with each other is selected in the vertical stiffness, and then the first model and the second model are enveloped.

[0058] Specifically, under the action of a moderate earthquake, the vertical displacement of the upper seat 401 relative to the lower seat 402 does not exceed the second gap 405. If the displacement exceeds the second gap 405, it is necessary to verify the strength of the limiter support 4, and then adjust the second gap 405 to make it greater than the vertical displacement of the upper seat 401.

[0059] The earthquake response spectrum analysis is based on the theory of structural dynamics, taking into account the randomness of earthquake input and the diversity of structural response, and can comprehensively evaluate and calculate the force and displacement of the entire structure; in the first model, the horizontal stiffness selects the stiffness when the upper seat 401 and the lower seat 402 are in contact, and the vertical stiffness selects the stiffness of the spring 403; in the second model, the horizontal stiffness also selects the stiffness when the upper seat 401 and the lower seat 402 are in contact, but the vertical stiffness selects the stiffness when the upper seat 401 and the lower seat 402 are in contact. Due to the sudden change in the stiffness of the limiter support 4, specifically when an earthquake occurs, the spring 403 initially provides the upper seat 401 and the lower seat 402 with stiffness in the upper and lower directions. degree, and then suddenly changes to the stiffness of the upper seat 401 and the lower seat 402 abutting against each other, and this mutation is difficult to predict and simulate under the current situation, so the present application uses a motion dual-model envelope to calculate the force status data of the limiter support 4, the upper building 2, and the lower building 3 under the first model and the second model respectively, and the relative displacement data of the upper seat 401 and the lower seat 402, the upper building 2 and the lower building 3, and then compare the data. This setting can fully consider the seismic performance of the structure under different stiffness conditions, make the calculation results more comprehensive, and can more comprehensively evaluate the safety and stability of the structure under earthquake action, ensuring that the structure has sufficient bearing capacity and elongation in an earthquake.

[0060] Preferably, in S4, the dynamic elastic-plastic time-history analysis method is used for the calculation of major earthquakes; the dual-model envelope is used for the calculation of major earthquakes. In the first model, the stiffness of the upper seat 401 and the lower seat 402 when they are in contact with each other is selected in the horizontal stiffness, and the stiffness of the spring 403 is selected in the vertical stiffness; in the second model, the stiffness of the upper seat 401 and the lower seat 402 when they are in contact with each other is selected in the horizontal stiffness, and the stiffness of the upper seat 401 and the lower seat 402 when they are in contact with each other is selected in the vertical stiffness. The first model and the second model are then subjected to envelope calculation. The dual-model envelope design is shown in Table 2.

[0061] Specifically, under the action of a large earthquake, the displacement of the upper seat 401 relative to the lower seat 402 may be greater than the second gap 405. At this time, it is necessary to verify the strength of the limiter support 4. If the strength of the limiter support 4 is insufficient, the structural strength of the limiter support 4 can be strengthened or the second gap 405 can be appropriately adjusted to reduce the collision between the upper seat 401 and the lower seat 402.

[0062] The dynamic elastoplastic time-history analysis method can effectively analyze the structure as an elastoplastic vibration system. By inputting seismic wave data and performing integral operations, it can derive the entire process of the internal forces and deformations of the structure under earthquake action over time. This method can more realistically reflect the dynamic response characteristics of the structure in an earthquake. Compared with the response spectrum method, dynamic elastoplastic time-history analysis can consider the nonlinear characteristics of the structure and the time-varying characteristics of the seismic motion, thereby more accurately assessing the safety and stability of the structure under strong earthquakes. When the structure enters the inelastic stage, dynamic elastoplastic time-history analysis can calculate the internal forces and deformations of the structure through changes in component stiffness, thereby determining the weak layers and weak locations of the structure, providing an important basis for seismic design.

[0063] Table 2 Dual-model envelope design

[0064]

[0065] Specifically, in S4, the requirements for inter-story lateral stiffness and inter-story shear bearing capacity that need to be met when performing dual-model enveloping are:

[0066] (1) Inter-story lateral stiffness requirement: The ratio of the inter-story lateral stiffness of the lower building 3 to the inter-story lateral stiffness of the upper building 2 should be no less than 0.7 to avoid an excessively soft lower part and rigid upper part. When the subway passes through the entire building, if the inter-story lateral stiffness of the lower building 3 is relatively small and the inter-story lateral stiffness of the upper building 2 is large, the building is prone to swinging, posing a certain safety hazard.

[0067] (2) Interlayer shear bearing capacity requirements: The ratio of the shear bearing capacity of the isolation layer 1 to the interlayer shear bearing capacity of the lower building 3 is greater than 1. The isolation layer 1 shall not be damaged before the lower building 3, because the isolation layer 1 is a steel structure and is prone to structural disintegration when damaged. The upper building 2 will easily collapse due to the disintegration of the isolation layer 1, while the lower building 3 is a reinforced concrete structure. When damaged, it will undergo plastic deformation and will not collapse directly. The ratio of the shear bearing capacity of the upper building 2 to the shear bearing capacity of the lower building 3 shall not be greater than 0.8. In the event of an extreme earthquake, the upper building 2 should be destroyed first to dissipate energy in order to protect the lower building 3.

[0068] Preferably, in S5, if the design result of the limiter support 4 does not meet the result of the finite element analysis, it is necessary to readjust the sizes of the first gap 404 and the second gap 405, and return to S4.

[0069] Preferably, in S6, if the structural design of the superstructure 2 and the substructure 3 does not meet the corresponding performance targets, the arrangement and cross-sectional dimensions of the beams, columns, walls, and core tubes of the superstructure 2 and the substructure 3 are readjusted, and the process returns to S4.

[0070] Specifically, in S6, the limiter support 4 is arranged directly above the load-bearing column of the lower building 3. If there are multiple limiter supports 4 arranged, their overall center of gravity needs to be consistent with the load-bearing column of the lower building 3, and the overall center of gravity of the upper building 2 and the overall center of gravity of the limiter support 4 should coincide as much as possible. Generally, the deviation of the center of gravity between the two does not exceed 3%.

[0071] Finally, the required sizes of the first gap 404 and the second gap 405 as well as the arrangement and cross-sectional dimensions of the upper structure 2 and the lower structure 3 are determined through iteration.

[0072] In summary, an embodiment of the present invention provides a design method for a limiter support vibration isolation structure, which first designs the limiting state of the limiter support 4 under different earthquakes, and then performs a model envelope calculation on the horizontal stiffness and vertical stiffness combination of the vibration isolation layer 1, the upper building 2, and the lower building 3 according to the different earthquakes. The sudden change in stiffness of the vibration isolation layer 1 and the dynamic response of the entire building before and after limiting can be included in the calculation, and finally the force condition data of the limiter support 4, the upper building 2, and the lower building 3 and the relative displacement data of the upper seat 401 and the lower seat 402, the upper building 2 structures, and the lower building 3 structures are obtained. The envelope calculation covers many special conditions, and the design result is more reliable, ensuring that the structure meets the requirements of safety and economy.

[0073] The above is only a preferred embodiment of the present invention. It should be pointed out that for ordinary technicians in this technical field, several improvements and substitutions can be made without departing from the technical principles of the present invention. These improvements and substitutions should also be regarded as the scope of protection of the present invention.

Claims

1. A design method for a limiter support vibration isolation structure, wherein the limiter support (4) comprises an upper seat (401), a lower seat (402) and a spring (403), wherein the upper seat (401) is mounted on the lower seat (402), and the two ends of the spring (403) are respectively connected to the upper seat (401) and the lower seat (402), and a first gap (404) and a second gap (405) are provided between the upper seat (401) and the lower seat (402), wherein the first gap (404) allows the upper seat (401) to slide horizontally relative to the lower seat (402), and the second gap (405) allows the upper seat (401) to slide vertically relative to the lower seat (402), and the limiter support (4) is arranged in a vibration isolation layer (1), and the vibration isolation layer (1) is arranged between an upper building (2) and a lower building (3), and wherein the limiter support (4) is provided in a vibration isolation layer (1), and the vibration isolation layer (1) is arranged between an upper building (2) and a lower building (3), and wherein the limiter support (4) is provided in a vibration isolation layer (1), and the vibration isolation layer (1) is provided ... The following steps are involved: S1. Designing the placement position of the vibration isolation layer (1); S2, determining the seismic performance targets of the upper building (2) and the lower building (3), and determining the seismic performance levels of the lower building (3), the vibration isolation layer (1), and the upper building (2); S3, designing the limiting state of the limiter support (4) under different earthquakes; S4. According to different earthquakes, the horizontal stiffness and vertical stiffness combination of the vibration isolation layer (1), the upper building (2), and the lower building (3) are calculated by model envelope calculation to obtain the force data of the limiter support (4), the upper building (2), and the lower building (3), and the relative displacement data of the upper seat (401), the lower seat (402), the upper building (2), and the lower building (3); In S4, the small earthquake calculation adopts the elastic design method to perform calculation, the structural bearing capacity design is performed, the earthquake wave is selected for elastic time history analysis, and the response spectrum analysis results are verified; the small earthquake calculation adopts a single model, the stiffness of the upper seat (401) and the lower seat (402) when they are in contact is selected in terms of horizontal stiffness, and the stiffness of the spring (403) is selected in terms of vertical stiffness; In S4, the calculation of moderate earthquakes adopts earthquake response spectrum analysis; the calculation of moderate earthquakes adopts dual-model envelope, in the first model, the stiffness of the upper seat (401) and the lower seat (402) when they are in contact with each other is selected in terms of horizontal stiffness, and the stiffness of the spring (403) is selected in terms of vertical stiffness; in the second model, the stiffness of the upper seat (401) and the lower seat (402) when they are in contact with each other is selected in terms of horizontal stiffness, and the stiffness of the upper seat (401) and the lower seat (402) when they are in contact with each other is selected in terms of vertical stiffness, and then the first model and the second model are subjected to envelope calculation; In S4, the dynamic elastoplastic time history analysis method is used for large earthquake calculations; The large earthquake calculation adopts a double-model envelope. In the first model, the stiffness of the upper seat (401) and the lower seat (402) when they are in contact with each other is selected in terms of horizontal stiffness, and the stiffness of the spring (403) is selected in terms of vertical stiffness. In the second model, the stiffness of the upper seat (401) and the lower seat (402) when they are in contact with each other is selected in terms of horizontal stiffness, and the stiffness of the upper seat (401) and the lower seat (402) when they are in contact with each other is selected in terms of vertical stiffness. The first model and the second model are then subjected to an envelope calculation. S5. The structure of the limiter support (4) is designed based on the above calculation results, and the finite element analysis of the limiter support (4) is performed based on the above obtained force data. S6. Performing performance design on the superstructure (2) and the substructure (3).

2. The design method of the limiter support vibration isolation structure according to claim 1, characterized in that: In S2, the target seismic performance level of the upper building (2) is not lower than C, and the target seismic performance level of the vibration isolation layer (1) and the lower building (3) is not lower than B; the seismic performance level of the upper building (2) is not lower than the first performance level in the case of a minor earthquake, not lower than the third performance level in the case of a moderate earthquake, and not lower than the fourth performance level in the case of a major earthquake; the seismic performance level of the vibration isolation layer (1) and the lower building (3) is not lower than the first performance level in the case of a minor earthquake, not lower than the second performance level in the case of a moderate earthquake, and not lower than the third performance level in the case of a major earthquake.

3. The design method of the limiter support vibration isolation structure according to claim 2, characterized in that: In the case of a minor earthquake, the seismic performance target and seismic performance level of the upper building (2), the vibration isolation layer (1) and the lower building (3) are verified by using YJK and Midas Building software; in the case of a moderate earthquake, the seismic performance target and seismic performance level of the upper building (2), the vibration isolation layer (1) and the lower building (3) are verified by using YJK software; in the case of a major earthquake, the seismic performance target and seismic performance level of the upper building (2), the vibration isolation layer (1) and the lower building (3) are verified by using YJK and PKPM-Sausage software.

4. The design method of the limiter support vibration isolation structure according to claim 1, characterized in that: In S3, it is determined that the limiter support (4) is limited in the horizontal direction by the upper seat body (401) and the lower seat body (402) abutting against each other in the case of a small earthquake and a medium earthquake, and is not limited in the vertical direction; it is determined that the limiter support (4) is limited in the horizontal direction and the vertical direction by the upper seat body (401) and the lower seat body (402) abutting against each other in the case of a large earthquake.

5. The design method of the limiter support vibration isolation structure according to claim 1, characterized in that: In S5, if the design result of the limiter support (4) does not meet the result of the finite element analysis, it is necessary to readjust the size of the first gap (404) and the second gap (405), and return to S4.

6. The design method of the limiter support vibration isolation structure according to claim 1, characterized in that: In S6, if the structural design of the upper building (2) and the lower building (3) does not meet the corresponding performance targets, the arrangement and cross-sectional dimensions of the beams, columns, walls, and core tubes of the upper building (2) and the lower building (3) are readjusted, and the process returns to S4.

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