Response analysis method for seismic base isolation building

Abstract

To provide a response analysis system for a seismic isolation building using a seismic isolation member having different characteristics from those of a seismic isolation member having variation in performance or a seismic isolation member already tested.SOLUTION: A response analysis method for a seismic isolation building comprising an upper structure 10, a lower structure 20, and a seismic isolation layer 30, includes: performing the behavior analysis of the upper structure 10 by an elastic body or a model in which damping is added to the elastic body; performing the behavior analysis of the seismic isolation layer 30 by an experiment; and superimposing an analysis result of the upper structure 10 and an analysis result of the seismic isolation layer 30 on a vibration equation to analyze the entire behavior of the seismic isolation building 1. In the response analysis method, ratios of characteristics Gr, Gr (γ) of second seismic isolation members 42, 242 to characteristics Gb, Gb (γ) of first seismic isolation members 41, 241 are obtained as conversion coefficients η, η (γ), and the behavior analysis of the seismic isolation layer 30 using the first seismic isolation members 41, 241 is performed by multiplying an experimental result of the seismic isolation layer 30 using the second seismic isolation members 42, 242 by the conversion coefficients η, η (γ).SELECTED DRAWING: Figure 1

Description

Technical Field

[0001] The present invention relates to a method for response analysis of a seismic isolation building including an upper structure, a lower structure, and a seismic isolation layer provided between the upper structure and the lower structure.

Background Art

[0002] Conventionally, as a response analysis system for such a seismic isolation building when it receives external forces such as seismic motion and wind disturbance, in order to perform accurate numerical analysis in real time, the building is replaced with a lumped mass model, and the upper structure is the analysis part and the seismic isolation layer is the experimental part. The response of the upper structure replaced with the lumped mass model generally shows a substantially linear behavior, so it is obtained by numerical analysis. The response of the seismic isolation layer part showing a complex non-linear behavior is obtained by a loading experiment using a test body of the seismic isolation device used for the seismic isolation layer. By combining the two on the vibration equation, there is a method for response analysis of a seismic isolation building that performs a response analysis of the entire seismic isolation building accurately considering the complex behavior of the seismic isolation members under earthquake and wind external forces.

[0003] However, the performance of the seismic isolation member used in the loading test may vary from the performance of the seismic isolation member used as a standard due to manufacturing effects or the like. When performing response analysis in a state different from such a standard state of the seismic isolation device, the result of the response analysis will include an error.

[0004] Also, when performing a loading test on a seismic isolation member, for example, when conducting an experiment on a seismic isolation member having different characteristics such as strain-dependent characteristics (for example, hardening characteristics) from a reference seismic isolation member, it is necessary to separately manufacture a seismic isolation member for the experiment and then separately perform a loading test using that seismic isolation member. It is necessary to manufacture multiple types of seismic isolation members and conduct tests and analyses for each test body, which is very time-consuming and costly.

Prior Art Documents

Non-Patent Documents

[0005]

Non-Patent Document 1

Summary of the Invention

Problems to be Solved by the Invention

[0006] In view of the above problems, in the response analysis system of a seismic isolation building, even when the performance of the seismic isolation members used in the experiment varies from the performance of the reference seismic isolation members due to manufacturing effects, etc., the results of the response analysis can be accurately obtained. Furthermore, when testing seismic isolation members with characteristics different from those of the reference seismic isolation members, it is not necessary to separately manufacture seismic isolation members or conduct a separate loading test, and a response analysis system for a seismic isolation building that can reduce labor and costs is provided.

Means for Solving the Problems

[0007] The first aspect of the present invention is for the response analysis of a seismic isolation building equipped with a superstructure, a substructure, and a seismic isolation layer provided between the superstructure and the substructure when receiving seismic ground motion, external wind force, etc., analyzing the behavior of the superstructure using a model of an elastic body or an elastic body with added damping, analyzing the behavior of the seismic isolation layer through experiments on the seismic isolation members of the seismic isolation layer, in a response analysis method for a seismic isolation building that superimposes the analysis results of the superstructure and the analysis results of the seismic isolation layer on a vibration equation to analyze the overall behavior of the seismic isolation building, obtaining, as a conversion coefficient, the ratio of the characteristics of a second seismic isolation member having characteristics different from those of the first seismic isolation member to the characteristics of the first seismic isolation member used for the seismic isolation layer, characterized in that the analysis of the behavior of the seismic isolation layer using the first seismic isolation member is performed by multiplying the experimental results of the seismic isolation layer using the second seismic isolation member by the conversion coefficient.

[0008] According to the first aspect of the present invention, the behavior analysis of the seismic isolation layer is performed by obtaining, as a conversion coefficient, the ratio of the characteristics of a second seismic isolation member having characteristics different from those of the first seismic isolation member to the characteristics of the first seismic isolation member used for the seismic isolation layer. Since the behavior analysis of the seismic isolation layer using the first seismic isolation member is performed by multiplying the experimental results of the seismic isolation layer using the second seismic isolation member by the conversion coefficient, even when the performance of the seismic isolation member used in the loading test varies from the performance of the reference seismic isolation member due to manufacturing effects or the like, the result of the response analysis can be accurately obtained. Furthermore, when testing a seismic isolation member having characteristics different from those of the reference seismic isolation member, it is not necessary to separately manufacture a seismic isolation member or separately conduct a loading test, and the labor and cost of the response analysis can be reduced.

[0009] In the second aspect of the present invention, the experiment of the seismic isolation member is performed using a test body that is a model of the seismic isolation member. The first seismic isolation member is a reference seismic isolation member that serves as a reference for the seismic isolation layer. The second seismic isolation member is an actual seismic isolation member for which a test body has been created. The method for response analysis of a seismic isolation building is characterized in that the behavior analysis of the seismic isolation layer having the first seismic isolation member is performed by multiplying the experimental results of the actual test body of the actual seismic isolation member by the conversion coefficient.

[0010] According to the second aspect of the present invention, the experiment of the seismic isolation member is performed using a test body that is a model of the seismic isolation member. The first seismic isolation member is a reference seismic isolation member that serves as a reference for the seismic isolation layer. The second seismic isolation member is an actual seismic isolation member for which a test body has been created. Since the behavior analysis of the seismic isolation layer having the first seismic isolation member is performed by multiplying the experimental results of the actual test body of the actual seismic isolation member by the conversion coefficient, even when the performance of the actual test body used in the loading test varies from the performance of the reference test body due to manufacturing effects or the like, the result of the response analysis can be accurately obtained.

[0011] The third aspect of the present invention is a method for response analysis of a seismic isolation building, characterized in that the conversion coefficient is obtained by dividing the rigidity of the actual test specimen of the actual seismic isolation member by the rigidity of the reference test specimen of the reference seismic isolation member.

[0012] According to the third aspect of the present invention, since the conversion coefficient is obtained by dividing the rigidity of the actual test specimen of the actual seismic isolation member by the rigidity of the reference test specimen of the reference seismic isolation member, the result of the response analysis can be obtained with higher accuracy.

[0013] The fourth aspect of the present invention is that the behavior analysis of the seismic isolation layer is the shear stress is calculated by dividing the horizontal load obtained by applying a vertical load to the actual test specimen by the product of the horizontal cross-sectional area of the actual test specimen and the conversion coefficient, the horizontal load of the seismic isolation layer is calculated by multiplying the shear stress by the total horizontal cross-sectional area of the seismic isolation devices in the seismic isolation layer, and the method for response analysis of a seismic isolation building is characterized in that it is performed by calculating the horizontal load of the seismic isolation layer.

[0014] According to the fourth embodiment of the present invention, the behavior analysis of the seismic isolation layer is performed by dividing the horizontal load obtained by applying a vertical load to the actual test specimen by the product of the horizontal cross-sectional area of the actual test specimen and the conversion coefficient to calculate the shear stress, multiplying the shear stress by the total horizontal cross-sectional area of the seismic isolation devices in the seismic isolation layer to calculate the horizontal load of the seismic isolation layer. Therefore,

[0015] The fifth aspect of the present invention is that the experiment of the seismic isolation member is performed using a test specimen as a model of the seismic isolation member, the first seismic isolation member is the target seismic isolation member of the seismic isolation layer, the second seismic isolation member is the actual seismic isolation member for which the test specimen was created, the behavior analysis of the seismic isolation layer having the target seismic isolation member is performed by multiplying the experimental result of the actual test specimen of the actual seismic isolation member by the conversion coefficient, and the method for response analysis of a seismic isolation building is characterized in that the conversion coefficient is an expression dependent on strain.

[0016] According to the fifth aspect of the present invention, the experiment of the seismic isolation member is carried out using a test specimen that serves as a model of the seismic isolation member. The first seismic isolation member is the target seismic isolation member for the seismic isolation layer, the second seismic isolation member is the actual seismic isolation member for which the test specimen is created, and the behavior analysis of the seismic isolation layer having the target seismic member is performed by multiplying the experimental results of the actual test specimen of the actual seismic isolation member by the conversion coefficient. Since the conversion coefficient is an expression that depends on strain, the behavior analysis of the seismic isolated building using the target seismic isolation member can be accurately performed without actually manufacturing a test specimen of the target seismic isolation member or conducting a test using the test specimen of the target seismic isolation member.

[0017] A sixth aspect of the present invention is a response analysis method for a seismic isolated building, characterized in that the conversion coefficient is obtained by dividing the strain-dependent expression of the actual test specimen by the strain-dependent expression of the target test specimen of the target seismic isolation member.

[0018] According to the sixth aspect of the present invention, since the conversion coefficient is obtained by dividing the strain-dependent expression of the actual test specimen by the strain-dependent expression of the target test specimen of the target seismic isolation member, the result of the response analysis can be obtained with higher accuracy.

[0019] A seventh aspect of the present invention is that the behavior analysis of the seismic isolation layer is The shear stress is calculated by dividing the horizontal load obtained by applying a vertical force to the actual test specimen by the product of the horizontal cross-sectional area of the actual test specimen and the conversion coefficient, The horizontal load of the seismic isolation layer is calculated by multiplying the shear stress by the total horizontal cross-sectional area of the seismic isolation device of the seismic isolation layer. A response analysis method for a seismic isolated building, characterized in that it is performed by calculating the horizontal load of the seismic isolation layer.

[0020] According to the seventh aspect of the present invention, the behavior analysis of the seismic isolation layer is performed by dividing the horizontal load obtained by applying a vertical force to the actual test specimen by the product of the horizontal cross-sectional area of the actual test specimen and the conversion coefficient to calculate the shear stress, and then multiplying the shear stress by the total horizontal cross-sectional area of the seismic isolation device of the seismic isolation layer to calculate the horizontal load of the seismic isolation layer. Therefore, the result of the response analysis can be obtained with even higher accuracy.

[0021] The eighth aspect of the present invention is the method for response analysis of a seismic isolation building according to the first aspect, characterized in that the seismic isolation member is a seismic isolation member made of laminated rubber.

[0022] According to the eighth aspect of the present invention, even when there are variations in the production of the test specimens of the seismic isolation members made of laminated rubber, the results of the response analysis can be accurately obtained. It is not necessary to create test specimens for each laminated rubber with different characteristics, and the labor and cost of the response analysis can be reduced.

[0023] The ninth aspect of the present invention is the method for response analysis of a seismic isolation building according to the first or second aspect, characterized in that the experiment on the test specimen is a loading test using a dynamic two-axis testing machine.

[0024] According to the ninth aspect of the present invention, since the experiment on the test specimen is a loading test using a dynamic two-axis testing machine, a conventional loading test device can be used, and an increase in cost can be suppressed.

Advantages of the Invention

[0025] According to the method for response analysis of a seismic isolation building of the present invention, even when the performance of the seismic isolation member used in the loading test varies from the performance of the reference seismic isolation member due to manufacturing effects or the like, the results of the response analysis can be accurately obtained. Furthermore, when testing a seismic isolation member with characteristics different from the reference seismic isolation member, it is not necessary to separately manufacture the seismic isolation member or separately conduct a loading test using the seismic isolation member, and labor and costs can be reduced.

Brief Description of the Drawings

[0026]

Figure 1

Figure 2

Figure 3

Embodiment for Carrying Out the Invention

[0027] An embodiment of the response analysis method for a seismic isolation building of the present invention will be described. FIG. 1 shows an example of a seismic isolation building analyzed by the response analysis method for a seismic isolation building of the present invention. The seismic isolation building 1 has a lower structure 20, an upper structure 10, and a seismic isolation layer 30 disposed between the lower structure 20 and the upper structure 10. The lower structure 20 is provided in a recess 11 formed by excavating the ground G, and a seismic isolation layer 30 that supports the upper structure 10 is provided on the lower structure 20. A plurality of seismic isolation devices 31 using laminated rubber 33, which is a plurality of laminated bodies of natural rubber, for example, are arranged in the seismic isolation layer 30.

[0028] In the response analysis method for a seismic isolation building of the present invention, as a method for analyzing the response when the seismic isolation building 1 as described above receives external forces such as seismic motion and wind disturbance, the substructure - real - time - online response experiment method (hereinafter referred to as SROLT) is used. In SROLT, the entire seismic isolation building 1 is separated into an analysis part showing relatively simple behavior and an experiment part showing complex behavior. The analysis part evaluates the value of the restoring force by a numerical model, and the experiment part evaluates the value of the restoring force by a full - scale loading experiment. Finally, this loading experiment is carried out in real time, and an analysis that directly incorporates complex restoring forces including various dependencies such as velocity dependence and nonlinearity is possible. Also, since only the experiment part conducts the loading experiment, the capacity of the applied force can be reduced.

[0029] FIG. 2 is a diagram showing the seismic isolation building 1 of FIG. 1 modeled for analysis by the response analysis method for a seismic isolation building of the present invention. To apply SROLT to the seismic isolation building 1, the seismic isolation building is replaced with a mass - point system model. The response of the upper structure 10 replaced with the mass - point system model generally shows a substantially linear behavior, so it is obtained by numerical analysis. Also, the response of the seismic isolation device 31 showing complex non - linear behavior is obtained by creating a test specimen 100 of the seismic isolation device 31 and conducting a loading experiment using the test specimen 100.

[0030] The governing equation of the general SROLT is shown in (1).

[0031] [Number] ···(1) [m]: Mass matrix [c]: Damping matrix {α}: Acceleration vector {β}: Velocity vector {r} a : Restoring force in the support structure of the analytical sub - assembly {r} e : Restoring force of the seismic isolation layer in the experimental sub - assembly {1}: Unit vector γ: Ground acceleration

[0032] The restoring force of the analytical part replaced by the mass - point system model is obtained by numerical analysis, and the restoring force of the experimental part is obtained by real - time loading experiments. By combining the two on the vibration equation, it becomes possible to analyze the entire seismic isolation building 1 under seismic forces considering the complex behavior of the seismic isolation members.

[0033] Fig. 3 shows a schematic diagram of a seismic isolation building response analysis system 50 used in the seismic isolation building response analysis method according to an embodiment of the present invention. The seismic isolation building response analysis system 50 includes a dynamic two - axis test device 60 that performs a loading test on a test body 100 of the seismic isolation device 31, and a control and analysis system 70 that controls the dynamic two - axis test device 60, stores the response results, analyzes using a numerical model of the seismic isolation building 1, and combines the two on the vibration equation to perform a response analysis of the entire seismic isolation building 1.

[0034] The dynamic two - axis test device 60 analyzes the behavior of a test body 100 with a reduced scale of the seismic isolation member 40 of the seismic isolation device 31. The test body 100 is assumed to be a reference test body 110 having the performance serving as a reference for the seismic isolation device 31 to be analyzed. Based on this reference test body 110, an actual test body 120 is created, and a loading test is performed using the actual test body 120. The behavior analysis of the superstructure 10 is performed using a model in which damping is added to an elastic body or a small amount of elastic bodies.

[0035] Figure 3 shows an overview of a two-axis power test apparatus 60 for performing a two-axis power test on the actual test body 120.

[0036] The two-axis power test apparatus 60 includes a two-axis power test apparatus 60 for performing a loading test on the actual test body 120, and a control / analysis system 70 that controls displacement with respect to the two-axis power test apparatus 60 and records response data from the two-axis power test apparatus 60.

[0037] The two-axis power test apparatus 60 has the following configuration. A mounting table 63 is attached on a base 61, and a horizontal slider 62 is installed on the mounting table 63 so as to be slidable in the horizontal direction with respect to the mounting table 63. An upper horizontal jig 65 and a lower horizontal jig 64 are provided, and the actual test body 120 is sandwiched between the upper horizontal jig 65 and the lower horizontal jig 64 to perform a loading experiment. Above the upper horizontal jig 65, a vertical actuator 66 that applies a load in the vertical direction to the actual test body 120 is provided. The horizontal slider 62 is connected to a horizontal actuator 67 and gives a horizontal displacement to the actual test body 120. A two-force meter 68 that measures the horizontal load and the vertical load acting on the actual test body 120 is attached directly above the actual test body 120, and the load is directly measured.

[0038] The control / analysis system 70 that controls the two-axis power test apparatus 60 is composed of a computer 71 such as an information processing device such as a personal computer or a workstation. The computer 71 includes a CPU (not shown) that performs arithmetic processing, and a storage device (not shown) that stores a computer program executed by the CPU, data processed by the CPU, and the like.

[0039] The vertical actuator 66 and the horizontal actuator 67 are connected to the computer 71 via a D / A converter 72 and a control unit 74. Based on a command from the computer 71, the vertical actuator 66 and the horizontal actuator 67 operate.

[0040] Data measured by the two-force meter 68 attached directly above the actual test body 120 of the dynamic two-axis test device 60 is input into the computer 71 via the amplifier 75 and the A / D converter 73.

[0041] The control of the dynamic two-axis test device 60 is displacement control. A command value for the horizontal displacement is given from the computer 71 to the actual test body 120 by the horizontal actuator 67. The horizontal load data obtained from the dynamic two-axis test device 60 is taken into the computer 71 and response calculations are performed.

[0042] In the response analysis method of the seismic isolation building of this embodiment, the ratio between the characteristics Gb of the reference seismic isolation member 41 serving as the reference of the seismic isolation member 40 and the characteristics Gr of the actual seismic isolation member 42 for which tests are actually performed as the second seismic isolation member 42 is used as the conversion coefficient η to perform the response analysis of the seismic isolation building 1.

[0043] The actual test body 120 of the actual seismic isolation member 42 is manufactured aiming at the reference test body 110 having the performance serving as the reference of the seismic isolation member 40. A rigidity test of the manufactured actual test body 120 is performed to measure the variation in performance from the reference test body 110. The dynamic two-axis test device 60 applies a predetermined surface pressure in the vertical direction to the actual test body 120 and applies a force so as to obtain a predetermined shear strain in the horizontal direction, and the result of the rigidity G(120) of the actual test body 120 is obtained. For example, the actual test body 120 is applied with a force at a shear strain of 100% in the horizontal direction for 3 cycles, and the rigidity G(120) of the actual test body 120 is obtained from the history of the 3rd cycle.

[0044] As a coefficient representing the variation state between the rigidity Gr of the actual test body 120 and the rigidity Gb of the reference test body 110, the conversion coefficient η is obtained as follows. η = Gr / Gb

[0045] Generally, the shear stress is calculated by dividing the horizontal load Fr obtained by applying a load to the actual test specimen 120 by the horizontal cross-sectional area Ar of the actual test specimen 120, and the horizontal load F of the seismic isolation layer 30 is calculated by multiplying the calculated shear stress by the horizontal cross-sectional area A of the entire seismic isolation device of the seismic isolation layer 30, and a response analysis is performed.

[0046] In this embodiment, the conversion coefficient η is obtained as described above as the coefficient of variation between the actual test specimen 120 and the reference test specimen 110, and the response of the seismic isolation building 1 is analyzed using the horizontal cross-sectional area obtained by multiplying the horizontal cross-sectional area Ar of the actual test specimen 120 by the conversion coefficient η. In this way, by correcting the variation between the actual test specimen 120 and the reference test specimen 110 with the conversion coefficient η, an application analysis is performed as the seismic isolation building 1 in which the reference test specimen 110 is installed.

[0047] A method for analyzing the response of a seismic isolation building according to an embodiment of the present invention is a method for analyzing the response of a seismic isolation building 1 provided with an upper structure 10, a lower structure 20, and a seismic isolation layer 30 provided between the upper structure 10 and the lower structure 20 when receiving seismic motion, external wind force, etc. An actual test specimen 120 serving as a model of the seismic isolation member 40 of the seismic isolation layer 30 is created, the behavior analysis of the upper structure 10 is performed by a numerical model in which an elastic body or an attenuation is added to the elastic body, and the behavior analysis of the seismic isolation layer 30 is performed by multiplying the experimental results of the actual test specimen 120 by a predetermined conversion coefficient. The analysis result of the upper structure 10 and the analysis result of the seismic isolation layer 30 are superimposed on the vibration equation to analyze the overall behavior of the seismic isolation building 1.

[0048] Furthermore, since the behavior analysis of the seismic isolation layer 30 is performed by multiplying the experimental results of the actual test specimen 120 by the conversion coefficient η obtained by dividing the rigidity Gr of the actual test specimen 120 of the actual seismic isolation member 42 by the rigidity Gb of the reference test specimen 111 of the reference seismic isolation member 41, even if the actual test specimen 120 of the seismic isolation member 40 used in the loading test varies from the performance of the reference test specimen 110 serving as the reference of the test specimen 100 due to manufacturing effects or the like, the result of the response analysis of the seismic isolation building 1 can be accurately obtained. Furthermore, when testing a seismic isolation member 40 having characteristics different from those of the reference seismic isolation member, it is not necessary to separately manufacture an actual test specimen 120 or separately perform a loading test, and labor and costs can be reduced.

[0049] In addition, since the experiment on the actual test specimen 120 is a loading test using the dynamic two-axis testing apparatus 60, a conventional loading test apparatus can be used, and an increase in cost can be suppressed.

[0050] Furthermore, the ratio obtained by dividing the rigidity of the actual test specimen 120 by the rigidity of the reference test specimen 100 is defined as the conversion coefficient η, and the result of the experiment on the test specimen 100 using the loading device is multiplied by the conversion coefficient η. Therefore, even when the performance of the actual test specimen 120 of the seismic isolation member 40 used in the loading test varies from the performance of the reference test specimen 110 serving as the standard due to factors such as manufacturing effects, the result of the response analysis can be accurately obtained.

[0051] Next, a method for response analysis of a seismic isolation building according to the second embodiment will be described. In the method for response analysis of a seismic isolation building according to the second embodiment, as an experiment on the seismic isolation member 40, a reduced model of the seismic isolation member 40 is used for the test specimen 300 of the model. As the first seismic isolation member 241, a target seismic isolation member 241 is assumed. The second seismic isolation member 242 is an actual seismic isolation member 242, and for the experiment, an actual test specimen 330 of a reduced model of the actual seismic isolation member 242 is created.

[0052] The strain dependence of the seismic isolation member 40 is represented by the strain dependence formula G(ε). The strain dependence of the target seismic isolation member 241 is represented by the strain dependence formula Gb(ε), and the strain dependence of the actual seismic isolation member 242 is represented by the strain dependence formula Gr(ε).

[0053] As an example of the strain dependence characteristic, for example, there is a hardening characteristic. Hereinafter, a method for response analysis of a seismic isolation device using the hardening characteristic as an example of the strain dependence characteristic will be described.

[0054] In an elastic material, like general rubber, when the shear strain ε reaches a predetermined value, the shear stress σ rapidly increases. That is, the rigidity G (=σ / ε) of the elastic material rapidly increases when the shear strain ε reaches a predetermined value. The hardening characteristics of the elastic material are represented by the ratio Rk (= K2 / K1) of the secondary stiffness K2 to the primary stiffness K1. The hardening characteristics are properties inherent to the elastic material.

[0055] The hardening characteristics refer to the characteristics in which the stiffness G of the seismic isolation member 40 depends on the shear strain ε, and are expressed as the strain-dependent formula G(ε).

[0056] The ratio between the characteristics Gb(ε) of the target seismic isolation member 241 and the characteristics Gr(ε) of the actual seismic isolation member 242 is defined as the conversion coefficient η(ε), and the response analysis of the seismic isolation building 1 having the target seismic isolation member 241 is performed.

[0057] An actual test specimen 320 of the actual seismic isolation member 240 is manufactured. A stiffness test of the manufactured actual test specimen 320 is conducted to evaluate the strain-dependent characteristics. The strain-dependent characteristics are obtained by measuring the stiffness under various strains and determining the strain-dependent formula Gr(ε). Using the biaxial testing device 60, a predetermined surface pressure is applied to the actual test specimen 320 in the vertical direction, and a force is applied in the horizontal direction to achieve a predetermined shear strain, thereby obtaining the result of the stiffness Gr(ε) of the actual test specimen 320. For example, the shear strain in the horizontal direction of the actual test specimen 320 is changed in the order of 50%, 100%, 150%, 200%, 250%, 300%, 350%, 400%, and a force is applied for 3 cycles. From the history of the 3rd cycle, the strain-dependent characteristics of the actual test specimen 320 are evaluated to obtain the strain-dependent formula Gr(ε).

[0058] Assume the strain-dependent formula Gb(ε) of the target seismic isolation member 241, and determine the conversion coefficient η(ε) based on the ratio with the strain-dependent formula Gr(ε) of the actual test specimen 320. The conversion coefficient η(ε) is represented by the following formula. η(ε) = Gr(ε) / Gb(ε)

[0059] The behavior analysis of the seismic isolation layer 30 having the target seismic isolation member 241 is performed by multiplying the experimental results of the actual test specimen 320 of the actual seismic isolation member 242 by the conversion coefficient η(ε).

[0060] Thus, if a loading test has already been performed on the seismic isolation member 40 and data on the test results of the strain-dependent characteristics has been obtained, for the seismic isolation building 1 equipped with the seismic isolation member 40 having strain-dependent characteristics different from those of this seismic isolation member 40, response analysis can be performed using the test results already obtained.

[0061] Normally, the shear stress is calculated by dividing the horizontal load Fr obtained by applying force to the actual test specimen 320 by the horizontal cross-sectional area Ar of the actual test specimen 320, and the horizontal load F of the seismic isolation layer 30 is calculated by multiplying the shear stress by the horizontal cross-sectional area A of the entire seismic isolation device of the seismic isolation layer 30, and response analysis is performed.

[0062] In the present embodiment, by using the horizontal cross-sectional area obtained by multiplying the conversion coefficient η(ε) that depends on strain by the horizontal cross-sectional area Ar, the response of a seismic isolation building equipped with a seismic isolation device having various strain-dependent characteristics can be analyzed.

[0063] Regarding the response analysis method of the seismic isolation building of the second embodiment, for the response analysis of the seismic isolation building 1 equipped with the target seismic isolation member 241 having strain-dependent characteristics different from those of the actual seismic isolation member 242 for which the test has already been performed, the conversion coefficient η(ε) is used by dividing the strain-dependent formula Gr(ε) of the actual seismic isolation member 242 by the strain-dependent formula Gb(ε) of the target seismic isolation member 241 and changing it according to the shear strain. Therefore, for the response analysis of the seismic isolation building 1 equipped with the target seismic isolation member 240 having different strain-dependent characteristics, it is not necessary to separately manufacture a test specimen or separately perform a loading test using the test specimen, and the labor and cost for response analysis can be reduced.

[0064] Although the response analysis method of the seismic isolation building of the present invention has been described, the present invention is not limited to the above-described embodiments, and various design changes are possible without departing from the gist thereof, and it goes without saying that the present invention includes those implemented in various modes within the scope of the gist of the present invention. Contribution to the Sustainable Development Goals (SDGs) led by the United Nations

[0065] The SDGs have been proposed towards the realization of a sustainable society. The present invention is considered to be a technology that can contribute to towns where people can continue to live.

Description of Symbols

[0066] 1…Seismic isolation building, 10…Upper structure, 20…Lower structure, 30…Seismic isolation layer, 31…Seismic isolation device, 40…Seismic isolation member, 41…First seismic isolation member, 42…Second seismic isolation member, 60…Dynamic two-axis testing device, 100…Test specimen, 110…Reference test specimen, 120…Actual test specimen, 240…Seismic isolation member, 241…First seismic isolation member, 242…Second seismic isolation member, 300…Test specimen, 320…Actual test specimen.

Claims

1. Response analysis of a seismic isolation building (1) equipped with an upper structure (10), a lower structure (20), and a seismic isolation layer (30) provided between the upper structure (10) and the lower structure (20) when subjected to seismic ground motion, external wind force, etc., The behavior analysis of the upper structure (10) is performed using a model of an elastic body or an elastic body with added damping, The behavior analysis of the seismic isolation layer (30) is performed by experiments on the seismic isolation members (40) of the seismic isolation layer (30), In a response analysis method for a seismic isolation building that analyzes the overall behavior of the seismic isolation building (1) by superimposing the analysis results of the upper structure (10) and the analysis results of the seismic isolation layer (30) on a vibration equation, The ratio of the characteristics (Gr, Gr(ε)) of a second seismic isolation member (42, 242) having characteristics different from those of the first seismic isolation member (41, 241) to the characteristics (Gb, Gb(ε)) of the first seismic isolation member (41, 241) used in the seismic isolation layer (30) is obtained as a conversion coefficient (η, η(ε)), The behavior analysis of the seismic isolation layer (30) using the first seismic isolation member (41, 241) is performed by multiplying the experimental results of the seismic isolation layer (30) using the second seismic isolation member (42, 242) by the conversion coefficient (η, η(ε)). A response analysis method for a seismic isolation building, characterized in that

2. The experiment on the seismic isolation member (40) is performed using a test specimen (100) that is a model of the seismic isolation member (40), The first seismic isolation member (41) is a reference seismic isolation member (41) serving as a reference for the seismic isolation layer (30), The second seismic isolation member (42) is an actual seismic isolation member (42) for which a test specimen (120) has been created, The behavior analysis of the seismic isolation layer (30) having the first seismic isolation member (41) is performed by multiplying the experimental results of the actual test specimen (120) of the actual seismic isolation member (42) by the conversion coefficient (η). The response analysis method for a seismic isolation building according to claim 1, characterized in that

3. The conversion coefficient (η) is obtained by dividing the rigidity (Gr) of the actual test specimen (120) of the actual seismic isolation member (42) by the rigidity (Gb) of the reference test specimen (110) of the reference seismic isolation member (41). The response analysis method for a seismic isolation building according to claim 2, characterized in that

4. The behavior analysis of the seismic isolation layer (30) is The horizontal load (F(120)) obtained by applying a vertical force to the actual test specimen (120) is divided by the product of the conversion coefficient (η) and the horizontal cross-sectional area (A(120)) of the actual test specimen (120) to calculate the shear stress, Multiplying the shear stress by the total horizontal cross-sectional area (A(30)) of the seismic isolation device (31) of the seismic isolation layer (30), Calculating the horizontal load (F(30)) of the seismic isolation layer (30) to perform the response analysis method of the seismic isolated building according to claim 3.

5. The experiment of the seismic isolation member (40) is performed using a test specimen (300) that is a model of the seismic isolation member (40), The first seismic isolation member (241) is the target seismic isolation member (241) of the seismic isolation layer (30), The second seismic isolation member (242) is the actual seismic isolation member (242) for which the test specimen (120) was created, The behavior analysis of the seismic isolation layer (30) having the target seismic member (241) is performed by multiplying the experimental results of the actual test specimen (120) of the actual seismic isolation member (42) by the conversion coefficient (η(ε)), The conversion coefficient (η(ε)) is an expression that depends on strain (ε), and is the response analysis method of the seismic isolated building according to claim 1.

6. The conversion coefficient (η(ε)) is obtained by dividing the strain-dependent expression (Gr(ε)) of the actual test specimen (120) by the strain-dependent expression (Gb(ε)) of the target test specimen (330) of the target seismic isolation member (241), and is the response analysis method of the seismic isolated building according to claim 5.

7. The behavior analysis of the seismic isolation layer (30) is Calculating the shear stress by dividing the horizontal load (F(120)) obtained by applying a vertical load to the actual test specimen (120) by the product of the horizontal cross-sectional area (A(120)) of the actual test specimen (120) and the conversion coefficient (η(ε)), Multiplying the shear stress by the total horizontal cross-sectional area (A(30)) of the seismic isolation device (31) of the seismic isolation layer (30), Calculating the horizontal load (F(30)) of the seismic isolation layer (30) to perform the response analysis method of the seismic isolated building according to claim 6.

8. The seismic isolation member (40) is a seismic isolation member made of laminated rubber, and is the response analysis method of the seismic isolated building according to claim 1.

9. The experiment of the seismic isolation member (40) is a loading test using a dynamic two-axis testing device (60), and is the response analysis method of the seismic isolated building according to claim 1.

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