Design method of limiter support vibration isolation structure

Abstract

The invention relates to the technical field of building vibration reduction, and discloses a design method of a limiter support vibration isolation structure, which comprises the following steps: S1, designing the placement position of a vibration isolation layer; s2, anti-seismic performance targets of the upper building and the lower building are determined, and anti-seismic performance levels of the lower building, the vibration isolation layer and the upper building are determined; s3, designing limiting states of the limiter support in different earthquakes; s4, according to different earthquakes, performing model envelope calculation on the combination of the horizontal rigidity and the vertical rigidity of the whole structure to obtain stress data and relative displacement data of each structure; s5, structural design of the limiter support is carried out, and finite element analysis is carried out on the limiter support through the data; and S6, performing performance design on the upper building and the lower building. According to the design method for the vibration isolation structure of the limiter support, stress data and relative displacement data of all structures under various special conditions can be calculated, and it is guaranteed that the design result is reliable.

Description

Technical Field

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

[0002] With the acceleration of global urbanization, rail transit systems, as an important infrastructure of modern cities, are expanding at an unprecedented rate in terms of network scale and coverage. The demand for intensive land use has been growing, which has led to the rise of rail transit superstructure development projects. However, the vibrations generated during rail transit operation and the potential impact of earthquakes pose a severe challenge to the structural safety and comfort of superstructure buildings. Especially in areas with high-density buildings and complex geological conditions, how to effectively isolate rail transit vibrations and ensure the safety of building structures under earthquakes has become a key issue that needs to be solved urgently.

[0003] At present, rail transit roof 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 under earthquakes. In particular, although spring bearings can provide better vertical vibration reduction effects, they have limitations in horizontal bearing capacity and building swing control, resulting in the possibility that the completed buildings may have insufficient safety and excessive deformation during earthquakes, affecting the safety of the building. The emergence of limited steel spring bearings has solved this problem well, but how to ensure the safety of the architectural design of limited steel spring bearings has become a difficult problem to solve.

[0004] The existing design methods lack systematic solutions to deal with the sudden change in stiffness of the isolation layer, the timing when the isolator limits take effect in large, medium and small earthquakes, and the dynamic response of the entire building before and after the limits. This makes it difficult for traditional design methods to meet the design requirements of buildings with limited 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 upper building structures and the lower building structures, 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 comprises an upper seat, a lower seat and a spring, wherein the upper seat is mounted on the lower seat, and the two ends of the spring are respectively connected to the upper seat and the lower seat, and a first gap and a second gap are provided between the upper seat and the lower seat, wherein the first gap allows the upper seat to slide in a horizontal direction relative to the lower seat, and the second gap allows the upper seat to slide in a vertical direction relative to the lower seat, wherein the limiter support is arranged in a vibration isolation layer, and the vibration isolation layer is arranged between an upper building and a lower building, and wherein the method comprises the following steps:

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

[0008] S2. Determine the seismic performance targets of the upper building and the lower building, and determine the seismic performance levels of the lower building, the vibration isolation layer, and the upper building;

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

[0010] S4. According to different earthquakes, the model envelope calculation is performed on the horizontal stiffness and vertical stiffness combination of the vibration isolation layer, the upper building, and the lower building, and the force data of the limiter support, the upper building, and the lower building and the relative displacement data of the upper seat body and the lower seat body, and the structures of the upper building and the structures of the lower building are obtained;

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

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

[0013] Further, 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 small earthquake, is not lower than the third performance level in the case of a moderate earthquake, and is not lower than the fourth performance level in the case of a large 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 small earthquake, is not lower than the second performance level in the case of a moderate earthquake, and is not lower than the third performance level in the case of a large 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] Further, 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 a large earthquake, 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, the small earthquake calculation adopts the elastic design method to perform the structural bearing capacity design, selects the seismic waves for elastic time history analysis, and verifies the response spectrum analysis results; the small earthquake calculation adopts a single model, selects the stiffness of the upper seat body when it abuts against the lower seat body in the horizontal stiffness, and selects the stiffness of the spring in the vertical stiffness.

[0017] Further, 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 body and the lower seat body 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 body and the lower seat body are in contact with each other is selected in the horizontal stiffness, and the stiffness when the upper seat body and the lower seat body are in contact with each other is selected in the vertical stiffness, and then the first model and the second model are subjected to envelope calculation.

[0018] Furthermore, in S4, the calculation of large earthquakes adopts a dynamic elastoplastic time-history analysis method; the calculation of large earthquakes adopts a dual-model envelope, in which, in a first model, the stiffness when the upper seat body and the lower seat body are in contact with each other is selected in terms of horizontal stiffness, and the stiffness of the spring is selected in terms of vertical stiffness; in a second model, the stiffness when the upper seat body and the lower seat body are in contact with each other is selected in terms of horizontal stiffness, and the stiffness when the upper seat body and the lower seat body 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.

[0019] Furthermore, in S5, if the design result of the limiter support does not satisfy 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 model envelope calculation is performed on the horizontal stiffness and vertical stiffness combination of the vibration isolation layer, the upper building and the lower building, so that the sudden change of the stiffness of the vibration isolation layer and the dynamic response of the entire building before and after the limiting can be included in the calculation, and finally the force condition data of the limiter support, the upper building and the lower building and the relative displacement data of the upper seat body and the lower seat body, the upper building structures and the lower building 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. BRIEF DESCRIPTION OF THE DRAWINGS

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

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

[0024] Figure 3 Schematic diagram of the limiter support structure of the limiter support vibration isolation structure design method according to the embodiment of the present invention;

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

[0026] 2. Superstructure;

[0027] 3. Substructure;

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

[0029] The specific implementation of the present invention is further described in detail below in conjunction with 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", "rear", "inner", "outer", "lateral", "longitudinal" and the like used to indicate the orientation or position relationship are based on the orientation or position relationship shown in the drawings, and are only used to facilitate the description of the present invention and simplify the description, and are not used to limit the indicated devices, elements or components to have a specific orientation, or to be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present invention. For those of ordinary skill 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", "set", "connected", and "placed" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral structure; it can be a mechanical connection or an electrical connection; it can be a direct connection, or an indirect connection through an intermediate medium, or it can be an internal connection between two devices, elements, or components. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0032] In addition, the terms "first", "second", etc. are mainly used to distinguish different devices, elements or components (the specific types and structures may be the same or different), and are not used to indicate or imply the relative importance and quantity of the indicated devices, elements or components. Unless otherwise specified, "plurality" means two or more.

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

[0034] like Figure 1 , 2 As shown in FIG. 3, a design method of a limiter support vibration isolation structure of an embodiment of the present invention, 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 provided between the upper seat 401 and the lower seat 402, the first gap 404 allows the upper seat 401 to slide in the horizontal direction relative to the lower seat 402, and the second gap 405 allows the upper seat 401 to slide in the vertical direction relative to the lower seat 402, the limiter support 4 is arranged in the vibration isolation layer 1, and the vibration isolation layer 1 is arranged between the upper building 2 and the lower building 3, and is characterized in that it includes the following steps:

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

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

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

[0038] S4. According to different earthquakes, the model envelope calculation is performed on the horizontal stiffness and vertical stiffness combination of the vibration isolation layer 1, the upper building 2, and the lower building 3, and 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 body 401 and the lower seat body 402, the upper building 2 structures, and the lower building 3 structures are obtained;

[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 scheme, the limiting state of the limiter support 4 under different earthquakes is first designed, and then the model envelope calculation is performed 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 of the stiffness of the vibration isolation layer 1 and the dynamic response of the entire building before and after the 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.

[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, is not lower than the third performance level in the case of a moderate earthquake, and is 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, is not lower than the second performance level in the case of a moderate earthquake, and is not lower than the third performance level in the case of a large earthquake. The seismic performance target 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, which 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 fortification intensity, fortification 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 software are widely used professional tools in the field of building seismic design. They have powerful computing power and rich databases, and can accurately simulate the structural response under earthquake. YJK has advantages in overall structural analysis and design optimization, and PKPM-Sausage performs well in complex structural analysis and nonlinear analysis. Therefore, when the earthquake intensity is small, the verification software uses Midas Building and YJK, which can improve the accuracy of the verification and comprehensively evaluate the seismic performance; when the earthquake intensity is medium, the verification software uses YJK, which can give full play to the advantages of YJK in overall structural analysis and design optimization, and ensure the safety of the structure under medium earthquake; when the earthquake intensity is large, the verification software uses YJK and PKPM-Sausage, and uses the complementary characteristics of YJK and PKPM-Sausage to comprehensively evaluate the seismic performance under large earthquakes, which can ensure the safety of the entire building under extreme conditions.

[0047] Table 1 Target grade and level of seismic performance of superstructure 2, limiter support 4 and substructure 3

[0048]

[0049] Specific manifestation in structure:

[0050]

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

[0052] In the case of small and medium 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 horizontal force of the earthquake, thereby ensuring the stability of the overall building structure; springs 403 are arranged in the up and down directions to allow 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, thereby 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 direction and the up and down directions by abutting each other. The comprehensive limitation can significantly enhance the overall stiffness and stability of the structure under the action of a strong earthquake, so that the entire building is subjected to earthquake stress at the same time, thereby ensuring the safety performance of the overall building under extreme conditions.

[0053] More preferably, in S4, the small earthquake calculation is performed using an elastic design method to design the structural bearing capacity, seismic waves are selected for elastic time history analysis, and the response spectrum analysis results are verified; the small earthquake calculation uses a single model, and the stiffness of the upper seat 401 and the lower seat 402 when they 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 used 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 for internal force and deformation analysis to ensure that the structure is generally not damaged or does not need to be repaired when subjected to frequent earthquakes lower than the seismic fortification intensity of the region, 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 an earthquake in more detail, including the changes in displacement, velocity, and acceleration over time, thereby more accurately identifying the weak parts of the structure, ensuring the safety of the entire building, and improving 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 when the upper seat 401 and the lower seat 402 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 when the upper seat 401 and the lower seat 402 are in contact with each other is selected in the horizontal stiffness, and the stiffness when the upper seat 401 and the lower seat 402 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 moderate shock, the vertical displacement of the upper seat body 401 relative to the lower seat body 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 larger than the vertical displacement of the upper seat body 401.

[0059] The earthquake response spectrum analysis is based on the theory of structural dynamics. It takes into account the randomness of earthquake input and the diversity of structural response, and can comprehensively evaluate and calculate the stress and displacement of the overall 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 a stiffness in the up and down 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 sudden change 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 structures, and the lower building 3 structures, 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 the action of an earthquake, ensuring that the structure has sufficient bearing capacity and elongation in an earthquake.

[0060] Preferably, in S4, the large earthquake calculation adopts the dynamic elastoplastic time-history analysis method; the large earthquake calculation adopts the dual-model envelope, in the first model, the stiffness when the upper seat body 401 and the lower seat body 402 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 when the upper seat body 401 and the lower seat body 402 are in contact with each other is selected in the horizontal stiffness, and the stiffness when the upper seat body 401 and the lower seat body 402 are in contact with each other is selected in the vertical stiffness, and then the first model and the second model are enveloped. 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 body 401 relative to the lower seat body 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 body 401 and the lower seat body 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, the entire process of the internal force and deformation of the structure under earthquake action over time can be obtained. This method can more realistically reflect the dynamic response characteristics of the structure in an earthquake. Compared with the response spectrum method, the dynamic elastoplastic time-history analysis can take into account the nonlinear characteristics of the structure and the time-history variation characteristics of the seismic motion, so as to more accurately evaluate the safety and stability of the structure under strong earthquakes. When the structure enters the inelastic stage, the dynamic elastoplastic time-history analysis can calculate the internal force and deformation of the structure through the change of the component stiffness, thereby determining the weak layers and weak parts 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 interlayer lateral stiffness and interlayer shear bearing capacity that need to be met when performing dual model enveloping are:

[0066] (1) Interlayer lateral stiffness requirements: The ratio of the interlayer lateral stiffness of the lower structure 3 to the interlayer lateral stiffness of the upper structure 2 shall not be less than 0.7 to avoid an excessively soft lower part and rigid upper part state. When the subway passes through the overall building, if the interlayer lateral stiffness of the lower structure 3 is relatively small and the interlayer lateral stiffness of the upper structure 2 is large, the building is prone to swing, posing certain safety hazards.

[0067] (2) Interlayer shear bearing capacity requirements: The ratio of the shear bearing capacity of the vibration isolation layer 1 to the interlayer shear bearing capacity of the lower building 3 is greater than 1. The vibration isolation layer 1 shall not be damaged before the lower building 3 because the vibration 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 vibration 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 to protect the lower building 3.

[0068] Preferably, in S5, if the design result of the stopper support 4 does not satisfy 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 designs of the superstructure 2 and the substructure 3 do not meet their 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 are as consistent as possible. Generally, the deviation of the center of gravity between the two does not exceed 3%.

[0071] Finally, the required size of the first gap 404, the size of the second gap 405, and the arrangement and cross-sectional dimensions of the upper building 2 and the lower building 3 are iterated.

[0072] In summary, the 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 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 of the stiffness of the vibration isolation layer 1 and the dynamic response of the entire building before and after the 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 method for designing 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). The first gap (404) allows the upper seat (401) to slide in a horizontal direction relative to the lower seat (402), and the second gap (405) allows the upper seat (401) to slide in a vertical direction relative to the lower seat (402), the stopper support (4) is arranged in the vibration isolation layer (1), and the vibration isolation layer (1) is arranged between the upper building (2) and the lower building (3), characterized in that: 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 structure (2) and the lower structure (3), and determining the seismic performance levels of the lower structure (3), the vibration isolation layer (1), and the upper structure (2); S3, designing the limiting state of the limiter support (4) under different earthquakes; S4. According to different earthquakes, a model envelope calculation is performed on the horizontal stiffness and vertical stiffness combination of the vibration isolation layer (1), the upper building (2), and the lower building (3), and 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 body (401), the lower seat body (402), the structures of the upper building (2), and the structures of the lower building (3) are obtained; S5. Based on the above calculation results, the structure of the stopper support (4) is designed, and the finite element analysis of the stopper 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 is 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 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.

3. The design method of the limiter support vibration isolation structure according to claim 2 is characterized in that: In the case of a small earthquake, the 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, the 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, the 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).

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

5. The design method of the limiter support vibration isolation structure according to claim 1, characterized in that: In S4, the small earthquake calculation adopts the elastic design method to calculate, carry out the structural bearing capacity design, select the earthquake wave to carry out the elastic time history analysis, and verify the response spectrum analysis results; the small earthquake calculation adopts a single model, selects the stiffness of the upper seat body (401) and the lower seat body (402) when they are in contact with each other in terms of horizontal stiffness, and selects the stiffness of the spring (403) in terms of vertical stiffness.

6. The design method of the limiter support vibration isolation structure according to claim 1 is characterized in that: In S4, the calculation of moderate earthquakes adopts earthquake response spectrum analysis; the calculation of moderate earthquakes adopts 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 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 subjected to envelope calculation.

7. The design method of the limiter support vibration isolation structure according to claim 1, characterized in that: In S4, the large earthquake calculation adopts the dynamic elastic-plastic time-history analysis method; the large earthquake calculation adopts the 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 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 subjected to envelope calculation.

8. 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 stopper support (4) does not satisfy 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.

9. 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 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.

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