A foundation combined seismic isolation arrangement structure and method suitable for large-span structures

Abstract

The present invention provides a foundation combined seismic isolation arrangement structure and method suitable for large-span structures, including: a number of different types of seismic isolation bearings arranged in different regions; the seismic isolation bearings include: lead rubber seismic isolation bearings, laminated rubber seismic isolation bearings and velocity dampers; the lead rubber seismic isolation bearings are arranged in the peripheral area of ​​the seismic isolation layer; the laminated rubber seismic isolation bearings are arranged in the internal area of ​​the seismic isolation layer; the velocity dampers are arranged in the peripheral area of ​​the seismic isolation layer from two orthogonal directions. The present invention can form a combined seismic isolation layer coordinated with the upper large-span structure through the reasonable arrangement and optimal combination of different types of seismic isolation bearings, effectively reduce the torsional effect of the upper structure, and significantly improve the seismic isolation effect.

Description

Technical Field

[0001] The present invention relates to the technical field of base isolation for large-span building structures, and in particular to a base combined isolation arrangement structure and method suitable for large-span structures, which can be specifically applied to large-span building structures that use different types of isolation bearings for base combined isolation. Background Art

[0002] Seismic isolation technology achieves the purpose of shock absorption by extending the natural vibration period of the structure, so it is most suitable for low-rise and multi-story buildings (such as Figure 1 ), the building is equipped with seismic isolation bearings 5. Seismic isolation technology can also be applied to high-rise buildings with greater rigidity. After adopting seismic isolation technology, the seismic performance of the building is significantly improved. It is preferred in high-intensity earthquake zones and can be used for disaster prevention and relief buildings, school buildings, important infrastructure buildings and other key public buildings. In the past, buildings that adopted seismic isolation were mainly low-rise and multi-story buildings, and seismic isolation technology was rarely used in large-span buildings (such as Figure 2 ), the large-span structure is provided with a seismic isolation layer 6.

[0003] Airports and other large-span structures are complex and have high seismic requirements. Seismic isolation technology is the most effective means to solve the seismic safety of large-span structures in high-intensity areas and ensure that functions are not interrupted during a major earthquake. However, due to the large span, complex structure, uneven load and stiffness, and significant influence of earthquake traveling wave effects, the seismic isolation design of large-span structures is complex. The previous seismic isolation design methods for multi-story and high-rise buildings can no longer meet the seismic isolation design requirements of large-span buildings.

[0004] The information disclosed in this background technology section is only intended to deepen the understanding of the overall background technology of the present invention, and should not be regarded as acknowledging or suggesting in any form that the information constitutes the prior art already known to those skilled in the art. Summary of the invention

[0005] The object of the present invention is to provide a layout structure and method for base combined seismic isolation suitable for large-span structures, so as to solve the problems existing in the prior art.

[0006] In order to achieve the above object, the present invention adopts the following technical solutions:

[0007] In a first aspect, the present invention provides a foundation combined seismic isolation arrangement structure suitable for a large-span structure, which comprises: a plurality of seismic isolation bearings of different types arranged in different regions; the seismic isolation bearings comprise: a lead rubber seismic isolation bearing, a laminated rubber seismic isolation bearing and a velocity damper;

[0008] The lead rubber isolation bearing is arranged in the peripheral area of ​​the isolation layer;

[0009] The laminated rubber seismic isolation bearing is arranged in the inner area of ​​the seismic isolation layer;

[0010] The velocity dampers are arranged in the peripheral area of ​​the seismic isolation layer from two orthogonal directions.

[0011] As a further technical solution, the seismic isolation bearing further comprises: an elastic slide plate bearing; the elastic slide plate bearing and the laminated rubber seismic isolation bearing are arranged in an inner area of ​​the seismic isolation layer.

[0012] As a further technical solution, the velocity damper includes: a viscous damper or an eddy current damper.

[0013] In a second aspect, the present invention also provides a design method for base combined seismic isolation suitable for large-span structures, which includes: arranging lead core rubber seismic isolation bearings in the outer area of ​​the isolation layer; setting laminated rubber seismic isolation bearings or a combination of laminated rubber seismic isolation bearings and elastic slide plate bearings in the inner area of ​​the isolation layer; setting velocity dampers in two orthogonal directions on the periphery of the isolation layer, and performing multi-point and multi-dimensional seismic analysis and isolation layer analysis under temperature load on the arranged isolation layer.

[0014] As a further technical solution, multi-point and multi-dimensional seismic analysis of the seismic isolation layer includes: imposing constraints according to the actual situation of the structure, using the acceleration method to perform consistent excitation time-history seismic response analysis, the displacement result obtained by this analysis is the relative displacement response of the structure, which is used as the target result for determining the large mass, that is, the standard reference value;

[0015] Determine the input time history of earthquake motion considering the traveling wave effect. Use the traveling wave method. Under the condition that the waveform at each point remains unchanged, use a constant apparent wave velocity, consider only the phase difference of the earthquake wave, determine the propagation direction of the earthquake wave and the input direction of earthquake motion, and judge the vibration starting time of each constraint point of the structure.

[0016] For lead rubber isolation bearings, laminated rubber isolation bearings, elastic sliding plate bearings and velocity dampers, linear connection elements or nonlinear connection elements are used for simulation;

[0017] For the multi-point input earthquake response analysis, the forced boundary condition method and the large mass method are used;

[0018] In view of the structural torsion effect after multi-point input, it is required that the vector horizontal deformation of the seismic isolation bearings at the edges and corners of the structure shall not exceed the limit requirements. Among them, for lead rubber seismic isolation bearings and laminated rubber seismic isolation bearings, the deformation shall meet the requirement of not exceeding the smaller value between 0.55 times and 3 times the thickness of the rubber layer. The short-term surface pressure under earthquake is controlled at 30MPa, and the tensile stress does not exceed 1MPa; for elastic skateboard bearings, the horizontal deformation shall not exceed the design displacement limit of the bearing, the design horizontal shear strain of the rubber bearing part when the elastic skateboard bearing slides shall not exceed 50%, and the short-term surface pressure of the skateboard bearing under a large earthquake shall not exceed 50Mpa;

[0019] Calculate the internal forces of the columns at the edges and corners of the upper structure of the seismic isolation layer, and compare them with the internal forces under consistent input to obtain the internal force amplification coefficient, which is used in the design of the upper structure of the seismic isolation layer;

[0020] Compare the total base shear force under multi-point input and consistent input conditions to determine the extent to which the translational response of the structure is reduced due to the asynchrony of the input at each constraint point after the multi-point input seismic response analysis is adopted;

[0021] The velocity damper output and displacement around the isolation layer and at the corners are verified and are required not to exceed the parameter limit requirements of the selected velocity damper model.

[0022] As a further technical solution, the analysis of the seismic isolation layer under temperature load includes:

[0023] An analysis model including the isolation layer, the upper structure of the isolation layer, and the lower structure is established, in which the horizontal stiffness of the laminated rubber isolation bearing adopts the elastic stiffness; the lead rubber isolation bearing is determined according to iterative calculation. If the deformation at the bearing temperature does not exceed the bearing yield displacement, the pre-yield stiffness is adopted; if it exceeds the bearing yield displacement, the equivalent stiffness is adopted; the equivalent stiffness is adopted for the elastic sliding plate bearing;

[0024] Different temperature load values ​​are used for the upper steel structure and concrete structure; after determining the closing temperature of the structure based on the monthly average temperature of the area where the building is located, the heating and cooling loads of the steel structure and concrete structure are determined taking into account solar radiation, insulation of the enclosure structure, winter heating and summer air conditioning;

[0025] The stress analysis of the seismic isolation structure under the action of temperature is carried out. The horizontal deformation of the seismic isolation bearing under the temperature condition is calculated. It is required that the deformation of the bearing under the temperature condition, superimposed on the deformation of the bearing under the rare earthquake, the total deformation value shall not exceed the limit value. For the lead rubber seismic isolation bearing and the laminated rubber seismic isolation bearing, the deformation shall meet the requirement of not exceeding the smaller value between 0.55 times and 3 times the thickness of the rubber layer; for the elastic sliding plate bearing, the horizontal deformation shall not exceed the design limit value of the bearing;

[0026] For the concrete slab above the seismic isolation layer, it is required that the concrete stress and steel stress under temperature conditions do not exceed the design limit.

[0027] Furthermore, the design method as a whole comprises the following steps:

[0028] S1. Determine the seismic isolation scheme;

[0029] S2. Determine the seismic isolation target;

[0030] S3. Estimate the stiffness of the seismic isolation layer;

[0031] S4. Arrangement of the seismic isolation device, including: arranging lead rubber seismic isolation bearings in the outer area of ​​the seismic isolation layer; arranging laminated rubber seismic isolation bearings or a combination of laminated rubber seismic isolation bearings and elastic slide bearings in the inner area of ​​the seismic isolation layer; arranging velocity dampers in two orthogonal directions on the outer periphery of the seismic isolation layer;

[0032] S5. Calculate the shock absorption coefficient;

[0033] S6. Shock absorption coefficient verification, including:

[0034] If the damping coefficient meets the standard value, continue to step S7;

[0035] If the damping coefficient does not meet the standard value, return to step S4;

[0036] S7, rare earthquake analysis, multi-point multi-dimensional earthquake analysis and isolation layer analysis under temperature;

[0037] S8. Verify the displacement, tension and pressure of the seismic isolation bearing;

[0038] If the verification result meets the standard value, continue to step S9;

[0039] If the verification result does not meet the standard value, return to step S4;

[0040] S9, system evaluation;

[0041] If the evaluation result meets the standard value, the seismic isolation design is terminated;

[0042] If the evaluation result does not meet the standard value, return to step S4.

[0043] As a further technical solution, step S1 includes:

[0044] The isolation scheme and location of the isolation layer are determined based on site conditions, performance objectives and building conditions.

[0045] As a further technical solution, step S8 includes:

[0046] If the verification result still does not meet the standard value after repeated verification, a tensile device is installed in the seismic isolation layer and the process returns to step S7.

[0047] By adopting the above technical solution, the present invention has the following beneficial effects:

[0048] The present invention can form a combined seismic isolation layer coordinated with the upper large-span structure through the reasonable arrangement and optimized combination of different types of seismic isolation bearings, effectively reduce the torsional effect of the upper structure, and significantly improve the seismic isolation effect. BRIEF DESCRIPTION OF THE DRAWINGS

[0049] In order to more clearly illustrate the specific implementation methods of the present invention or the technical solutions in the prior art, the drawings required for use in the specific implementation methods or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are some implementation methods of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0050] Figure 1 This is a schematic diagram of seismic isolation of multi-story structures;

[0051] Figure 2 This is a schematic diagram of seismic isolation of a large-span structure;

[0052] Figure 3 A schematic diagram of a large-span foundation combined seismic isolation arrangement structure provided by an embodiment of the present invention;

[0053] Figure 4 A schematic diagram of a large-span foundation combined seismic isolation arrangement structure provided by another embodiment of the present invention;

[0054] Figure 5 A schematic flow chart of a large-span foundation combined seismic isolation method provided for an embodiment of the present invention; icons: 1 - lead rubber seismic isolation bearing, 2 - laminated rubber seismic isolation bearing, 3 - elastic slide bearing, 4 - velocity damper, 5 - seismic isolation bearing, 6 - seismic isolation layer. DETAILED DESCRIPTION

[0055] The technical solution of the present invention will be described clearly and completely below in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0056] In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicating the orientation or positional relationship, are based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as limiting the present invention. In addition, the terms "first", "second", and "third" are used for descriptive purposes only, and cannot be understood as indicating or implying relative importance.

[0057] In the description of the present invention, it should be noted that, unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be indirectly connected through an intermediate medium, or it can be the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0058] The specific implementation of the present invention is described in detail below in conjunction with the accompanying drawings. It should be understood that the specific implementation described here is only used to illustrate and explain the present invention, and is not used to limit the present invention.

[0059] Embodiment 1

[0060] The present embodiment provides a foundation combined seismic isolation arrangement structure suitable for a large-span structure, which includes: a number of different types of seismic isolation bearings arranged in different regions; the seismic isolation bearings include: a lead rubber seismic isolation bearing 1, a laminated rubber seismic isolation bearing 2 and a velocity damper 4; the lead rubber seismic isolation bearing 1 is arranged in the peripheral area of ​​the seismic isolation layer; the laminated rubber seismic isolation bearing 2 is arranged in the internal area of ​​the seismic isolation layer (or, the seismic isolation bearing also includes: an elastic slide bearing 3; the elastic slide bearing 3 and the laminated rubber seismic isolation bearing 2 are arranged in the internal area of ​​the seismic isolation layer); the velocity damper 4 is arranged in the peripheral area of ​​the seismic isolation layer from two orthogonal directions (horizontal and water quality directions from the cross-section). Preferably, as a further technical solution, the velocity damper 4 includes: a viscous damper or an eddy current damper.

[0061] In this embodiment, isolation bearings with greater rigidity, such as lead rubber isolation bearings 1, are arranged in the outer area of ​​the isolation layer of the large-span structure to improve the torsional resistance of the isolation layer; in this embodiment, isolation bearings with smaller horizontal rigidity (laminated rubber isolation bearings 2, or a combination of laminated rubber isolation bearings 2 and elastic slide bearings 3) are arranged in the inner area of ​​the isolation layer, and the eccentricity of the isolation layer and the reasonable stiffness of the isolation layer are controlled through the reasonable arrangement and optimal combination of different types of isolation bearings to achieve an ideal isolation effect; in this embodiment, velocity dampers 4 are arranged in two orthogonal directions on the periphery of the isolation layer to improve the energy dissipation capacity of the isolation layer and to reduce the deformation of the isolation layer under a large earthquake and reduce the torsional effect.

[0062] In this embodiment, the lead rubber isolation bearing 1, the laminated rubber isolation bearing 2, the elastic slide bearing 3 and the velocity damper 4 are existing products. The research and development content of this embodiment is to utilize the different force characteristics of these bearings and reasonably combine them with the dampers to form a high-efficiency isolation layer suitable for large-span structure isolation.

[0063] Among them, inserting a lead core into the laminated rubber bearing 2 to form a lead core rubber seismic isolation bearing 1 can improve the initial stiffness of the bearing, which is conducive to ensuring that the bearing has sufficient stiffness under normal use (non-earthquake) and at the same time improves the damping characteristics of the bearing. It is suitable for arrangement under the corners and surrounding columns of the structure to increase the overall structure's ability to resist torsion.

[0064] Among them, the elastic skateboard support 3 is composed of laminated rubber, steel plate, sliding material, sliding panel (made of mirror stainless steel plate and supporting base plate) and connecting parts. Its working principle is to rely on the reciprocating friction of the sliding material on the mirror stainless steel plate under the action of vertical compressive stress to consume seismic energy. Since the friction coefficient of the elastic skateboard support is small, the elastic skateboard support can start sliding after overcoming the static friction force when encountering an earthquake. However, after the earthquake, the elastic skateboard support itself cannot be reset, and it needs to be used in combination with the seismic isolation rubber support to provide resilience. The seismic isolation layer adopts a certain proportion of elastic skateboard supports to reduce the stiffness of the seismic isolation layer, extend the period of the superstructure, and improve the seismic isolation effect

[0065] Among them, in the design of seismic isolation, velocity dampers can be used to improve the energy dissipation capacity of the seismic isolation layer, which can reduce the deformation of the seismic isolation layer under a large earthquake and reduce the torsion effect. Under static load conditions, the damper has no stiffness.

[0066] Among them, different types of bearings have different recovery capabilities. Lead-free bearings have complete deformation recovery capabilities, lead-core rubber bearings have most of the deformation recovery capabilities, and elastic skateboard bearings have basically no deformation recovery capabilities.

[0067] Embodiment 2

[0068] Combination Figures 3 to 5 As shown, this embodiment, based on the above-mentioned embodiment 1, further provides a foundation combined seismic isolation method applicable to a large-span structure, including:

[0069] First, determine the reasonable isolation scheme and isolation layer location based on site conditions, performance objectives, and building conditions;

[0070] Secondly, determine the reasonable isolation target and estimate the stiffness of the isolation layer;

[0071] Control the long-term surface pressure of the seismic isolation bearing, and control the vertical deformation and deformation difference of the bearing under vertical load;

[0072] Determine a reasonable layout of the seismic isolation device, arrange seismic isolation bearings with greater stiffness, such as lead rubber seismic isolation bearings 1, in the outer area of ​​the seismic isolation layer, and arrange seismic isolation bearings with smaller horizontal stiffness (laminated rubber seismic isolation bearings 2, or a combination of laminated rubber seismic isolation bearings 2 and elastic slide bearings 3) in the inner area of ​​the seismic isolation layer, control the eccentricity of the seismic isolation layer, and calculate the shock absorption coefficient; set velocity dampers 4 in two orthogonal directions on the periphery of the seismic isolation layer, and determine the output parameters of the damper, such as output force and displacement.

[0073] If the damping coefficient is not satisfied, make local adjustments to the seismic isolation device and recalculate the damping coefficient until it is satisfied;

[0074] The horizontal displacement control of the isolation bearing under the action of rare earthquakes, the short-term minimum and maximum surface pressure verification, the horizontal shear force, etc. are verified, and the influence of multi-point earthquake input is considered; velocity dampers 4 are set in two orthogonal directions outside the isolation layer.

[0075] Finally, the design and calculation of the tensile device are carried out for the structure with the tensile device; the wind resistance bearing capacity under the action of wind load is calculated; and the bearing capacity of the transfer beam, isolation bearing pier, pillar and connected components is calculated.

[0076] The combined seismic isolation design of the large-span structure foundation has been completed.

[0077] In this embodiment, preferably, since the structural plane scale of large public buildings such as airports is often greater than 300 meters, it is necessary to perform seismic isolation layer verification under multi-point earthquake input considering the earthquake traveling wave effect;

[0078] Specific steps:

[0079] (1) Constraints are imposed according to the actual situation of the structure, and the commonly used acceleration method is used to perform consistent excitation time-history seismic response analysis. The displacement results obtained from this analysis are the relative displacement responses of the structure, which are used as the target results for determining the large mass, i.e., the standard reference value.

[0080] (2) Determine the time history of seismic input considering the traveling wave effect. Using the traveling wave method, when the waveform at each point remains unchanged, a constant apparent wave velocity is used, and only the phase difference of the seismic wave is considered to determine the propagation direction of the seismic wave and the direction of the seismic input, and judge the vibration start time of each constraint point of the structure.

[0081] (3) For the isolation layer supports and dampers, linear connection units or nonlinear connection units are used for simulation.

[0082] (4) For multi-point input seismic response analysis, the forced boundary condition method and the large mass method can be used. For structures with a large chassis, the large chassis has an overall coordination effect on the input of asynchronous support positions. In this case, the large mass method is used for calculation; for structural systems with no interconnection between multi-point supports, both the forced boundary condition method and the large mass method can be used.

[0083] (5) In view of the structural torsion effect after multi-point input, the vector horizontal deformation (horizontal bidirectional displacement synthesis) of the isolation layer bearings at the edges and corners of the structure shall not exceed the limit requirements. For lead rubber isolation bearings and laminated rubber isolation bearings, the deformation shall not exceed the smaller value of 0.55D and 3 times the thickness of the rubber layer. The short-term surface pressure under earthquake is controlled at 30MPa and the tensile stress shall not exceed 1MPa. For elastic sliding plate bearings, the horizontal deformation shall not exceed the design displacement limit of the bearing. The design horizontal shear strain of the rubber bearing part during the sliding of the elastic sliding plate bearing should not be greater than 50%. The short-term surface pressure of the sliding plate bearing under a large earthquake should not exceed 50Mpa.

[0084] (6) Calculate the internal forces of the columns at the edges and corners of the seismic isolation layer superstructure and compare them with the internal forces under consistent input to obtain the internal force amplification coefficient for use in the seismic isolation layer superstructure design;

[0085] (7) Compare the total base shear forces under multi-point input and uniform input conditions to determine the extent to which the translational response of the structure is reduced due to the asynchrony of the input at each constraint point after the multi-point input seismic response analysis is adopted.

[0086] (8) The damper output and displacement around the isolation layer and at the corners shall be verified and required not to exceed the parameter limit requirements of the selected damper model.

[0087] In this embodiment, preferably, since the plane scale of the structure is relatively large, the influence of temperature deformation cannot be ignored, and the isolation layer needs to be verified under temperature load.

[0088] Specific steps:

[0089] (1) An analysis model including the isolation layer, the upper structure of the isolation layer, and the lower structure is established. The horizontal stiffness of the laminated rubber isolation bearing adopts the elastic stiffness. The lead rubber isolation bearing is determined according to iterative calculation. If the deformation at the bearing temperature does not exceed the bearing yield displacement, the pre-yield stiffness is adopted. If it exceeds the bearing yield displacement, the equivalent stiffness is adopted. For the elastic sliding plate bearing, the equivalent stiffness is adopted.

[0090] (2) Different temperature load values ​​are used for the upper steel structure and concrete structure. After determining the closing temperature of the structure based on the monthly average temperature of the area where the building is located, the heating and cooling loads of the steel structure and concrete structure are determined by taking into account solar radiation, insulation of the enclosure structure, winter heating and summer air conditioning.

[0091] (3) Perform stress analysis on the seismic isolation structure under temperature conditions, and calculate the horizontal deformation of the seismic isolation layer bearing under temperature conditions. It is required that the deformation of the bearing under temperature conditions, superimposed on the deformation of the bearing under rare earthquakes, shall not exceed the limit value. For lead rubber seismic isolation bearings and laminated rubber seismic isolation bearings, the deformation shall not exceed 0.55D and 3 times the thickness of the rubber layer; for elastic sliding plate bearings, the horizontal deformation shall not exceed the design limit of the bearing.

[0092] (4) For the concrete slab above the seismic isolation layer, the concrete stress and steel stress under temperature conditions are required not to exceed the design limit.

[0093] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or replace some or all of the technical features therein with equivalents. However, these modifications or replacements do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A base combined seismic isolation arrangement method suitable for a large-span structure, characterized in that: include: Lead rubber seismic isolation bearings are arranged in the outer area of ​​the seismic isolation layer; laminated rubber seismic isolation bearings or a combination of laminated rubber seismic isolation bearings and elastic sliding plate bearings are arranged in the inner area of ​​the seismic isolation layer; Velocity dampers are set in two orthogonal directions around the isolation layer, and multi-point multi-dimensional seismic analysis and isolation layer analysis under temperature load are performed on the isolation layer after arrangement; Multi-point and multi-dimensional seismic analysis of the isolation layer includes: Constraints are imposed according to the actual situation of the structure, and the acceleration method is used to perform consistent excitation time-history seismic response analysis. The displacement result obtained by this analysis is the relative displacement response of the structure, which is used as the target result for determining the large mass, that is, the standard reference value; Determine the input time history of earthquake motion considering the traveling wave effect. Use the traveling wave method. Under the condition that the waveform at each point remains unchanged, use a constant apparent wave velocity, consider only the phase difference of the earthquake wave, determine the propagation direction of the earthquake wave and the input direction of earthquake motion, and judge the vibration starting time of each constraint point of the structure. For lead rubber isolation bearings, laminated rubber isolation bearings, elastic sliding plate bearings and velocity dampers, linear connection elements or nonlinear connection elements are used for simulation; For the multi-point input earthquake response analysis, the forced boundary condition method and the large mass method are used; In view of the structural torsion effect after multi-point input, it is required that the vector horizontal deformation of the seismic isolation bearings at the edges and corners of the structure shall not exceed the limit requirements. Among them, for lead rubber seismic isolation bearings and laminated rubber seismic isolation bearings, the deformation shall meet the requirement of not exceeding the smaller value between 0.55 times and 3 times the thickness of the rubber layer. The short-term surface pressure under earthquake is controlled at 30MPa, and the tensile stress does not exceed 1MPa; for elastic skateboard bearings, the horizontal deformation shall not exceed the design displacement limit of the bearing, the design horizontal shear strain of the rubber bearing part when the elastic skateboard bearing slides shall not exceed 50%, and the short-term surface pressure of the skateboard bearing under a large earthquake shall not exceed 50Mpa; Calculate the internal forces of the columns at the edges and corners of the upper structure of the seismic isolation layer, and compare them with the internal forces under consistent input to obtain the internal force amplification coefficient, which is used in the design of the upper structure of the seismic isolation layer; Compare the total base shear force under multi-point input and consistent input conditions to determine the extent to which the translational response of the structure is reduced due to the asynchrony of the input at each constraint point after the multi-point input seismic response analysis is adopted; Verify the velocity damper output and displacement around the isolation layer and at the corners, and ensure that they do not exceed the parameter limit requirements of the selected velocity damper model; The analysis of the seismic isolation layer under temperature load includes: establishing an analysis model including the seismic isolation layer, the upper structure of the seismic isolation layer, and the lower structure, wherein the horizontal stiffness of the laminated rubber seismic isolation bearing adopts the elastic stiffness; the stiffness of the lead rubber seismic isolation bearing is determined according to iterative calculation, if the deformation under the bearing temperature does not exceed the bearing yield displacement, the pre-yield stiffness is adopted, if it exceeds the bearing yield displacement, the equivalent stiffness is adopted; for the elastic sliding plate bearing, the equivalent stiffness is adopted; Different temperature load values ​​are used for the upper steel structure and concrete structure; after determining the closing temperature of the structure based on the monthly average temperature of the area where the building is located, the heating and cooling loads of the steel structure and concrete structure are determined taking into account solar radiation, insulation of the enclosure structure, winter heating and summer air conditioning; The stress analysis of the seismic isolation structure under the action of temperature is carried out. The horizontal deformation of the seismic isolation bearing under the temperature condition is calculated. It is required that the deformation of the bearing under the temperature condition, superimposed on the deformation of the bearing under the rare earthquake, the total deformation value shall not exceed the limit value. For the lead rubber seismic isolation bearing and the laminated rubber seismic isolation bearing, the deformation shall meet the requirement of not exceeding the smaller value between 0.55 times and 3 times the thickness of the rubber layer; for the elastic sliding plate bearing, the horizontal deformation shall not exceed the design limit value of the bearing; For the concrete slab above the seismic isolation layer, it is required that the concrete stress and steel stress under temperature conditions do not exceed the design limit.

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