JP6684889B2 - Building earthquake resistance evaluation system and building earthquake resistance evaluation method - Google Patents

Description

  The present invention relates to a building earthquake resistance evaluation system and a building earthquake resistance evaluation method.

In recent years, there has been an increasing interest in earthquake-resistant performance of buildings. For this reason, an analysis model (vibration analysis model) for the seismic response analysis of the target building is generated, and the seismic response analysis of the building to the earthquake motion by the computer using this analysis model is performed as a seismic resistance simulation.
This analytical model is generated as a multi-mass system equation of motion (ordinary differential equation) configured by multiplying each of a mass matrix, a damping matrix, and a stiffness matrix by acceleration, velocity, and displacement, respectively.
By applying the acceleration due to the seismic motion of this building to the analysis model, it is possible to analyze the response values at each mass point and realize the estimation of the required location such as the seismic design of the new house or the seismic reinforcement of the existing house. It becomes possible (for example, Patent Document 1).

JP, 2008-276474, A

However, in the above-mentioned Patent Document 1, the analysis model for performing the response analysis (time history response analysis) of the building is configured by using the mass matrix and the rigidity matrix for the conditions assumed at the time of design.
However, each of the rigidity matrix and the mass matrix is different from the actual condition of the building due to variations in material properties, construction errors, deterioration over time, weight fluctuations of objects installed inside the building such as fixtures, and the accuracy of analytical rigidity and load bearing evaluation formulas. Is different.
As a result, the analysis model created under the conditions at the time of design does not correspond to the response characteristics of an actual building in an earthquake, and the response analysis that accurately reflects the actual situation of the building cannot be performed.

  The present invention has been made in view of such circumstances, and an object of the present invention is to provide a building earthquake resistance evaluation system and a building earthquake resistance evaluation method that perform response analysis of a building that is in the actual condition of the building.

(1) One aspect building seismic evaluation system of the present invention is disposed in the lowermost layer of building, a first detector for detecting a first acceleration due to the vibration of the first position, which is the arrangement, the said building A second detection unit that is arranged in a layer other than the lowermost layer and detects a second acceleration due to the vibration at the arranged second position ; and the second acceleration based on the first acceleration of the vibration detected by the first detection unit. Response analysis of the building, based on the response analysis simulation unit to carry out by a simulation using the model of the building, the response analysis result of the response analysis simulation unit, and the result of the static elasto-plastic analysis of the building, a damage point estimation unit that estimates a building damage, based on the magnitude of the vibration, which is calculated from the second acceleration detected by at least the second detector, response of the building After the magnitude of the calculated oscillation is determined by the analysis, a result of the determination is building seismic evaluation system comprising an analysis model changing unit that corrects the model does not satisfy a predetermined condition.
(2) In the building earthquake resistance evaluation system according to an aspect of the present invention, a threshold value relating to the damage status of the building is predetermined based on a result of static elasto-plastic analysis of the building, and the damage location estimation unit is configured to perform the response analysis. The damage condition of the building is estimated based on the result and the threshold value.
(3) In the building earthquake resistance evaluation system according to an aspect of the present invention, a threshold value relating to a damaged state of at least one member of columns, beams, walls, and braces of the building is defined for each floor of the building. The damage point estimating unit estimates the damage state of the member based on the threshold value for each floor of the building.
(4) In the building earthquake resistance evaluation system according to an aspect of the present invention, a threshold value relating to a damaged state of at least one member of columns, beams, walls, and braces of the building is defined for each member of the building. The damage point estimation unit estimates the damage state of the member based on the threshold value.
(5) In the building seismic resistance evaluation system of one aspect of the present invention, a threshold value relating to a damaged state of at least one member of columns, beams, walls, and braces of the building is set for each member of each floor of the building. The damage location estimation unit estimates the damage state of the member for each member on each floor of the building based on the threshold value.
(6) In the building seismic resistance evaluation system of one aspect of the present invention, the damage location estimation unit refers to data indicating a relationship between displacement or deformation amount and damage status, and a response analysis result of the response analysis simulation unit. At least the damage situation of the building is estimated based on the result of the static elasto-plastic analysis of the building.
(7) The building earthquake resistance evaluation system according to an aspect of the present invention calculates the magnitude of the vibration at the second position from at least the acceleration value detected by the second detection unit, and calculates the response analysis of the building. The response analysis unit includes an error data calculation unit that determines the magnitude of the generated vibration at the second position using the magnitude of the vibration at the second position calculated from the acceleration value of the second detection unit. simulation unit, based on the detected vibration by the first detection unit, obtains the response value of the building, the error data calculating unit, the second detecting section of the speed value of the vibration is calculated from acceleration values Of the vibration velocity value calculated by the response analysis of the building, or based on the magnitude of the vibration displacement amount calculated from the acceleration value of the second detector. The above Response magnitude of the displacement amount of the calculated vibration by analysis of the object is determined.
(8) In the building seismic resistance evaluation system according to an aspect of the present invention, the response analysis simulation unit sets a numerical value of at least one of a maximum story shear force and a maximum story deformation angle at which the building is in a damaged state to the damage of the building. It is used as a threshold for estimating the situation.
(9) In the building seismic resistance evaluation system of one aspect of the present invention, the building is set such that the predetermined value corresponding to the magnitude of vibration is a value that can distinguish between vibration due to microtremor and vibration larger than microtremor. The first period in which the vibration detected by the first detection unit does not include the vibration of the predetermined value or more and the magnitude of the predetermined value or more. And a second period in which the vibration of the building is included is identified, and the response analysis simulation unit performs a response analysis based on the vibration data of the second period to displace or deform the position of the analysis target of the building. Get the amount.
(10) The building earthquake resistance evaluation method according to one aspect of the present invention includes a step in which the first detection unit detects vibrations at locations of different heights in the building, and a first detection unit arranged in the lowest layer of the building. The step of detecting the first acceleration due to the vibration of the arranged first position , and the step of detecting the first acceleration due to the vibration of the arranged second position by the second detection unit arranged in a layer other than the lowest layer of the building. A step of detecting a second acceleration, and a response analysis step of performing a response analysis of the building based on the first acceleration of the vibration detected by the first detection unit by a simulation using a model of the building , a response analysis result obtained by the simulation, on the basis of the results of the static elastic-plastic analysis of the building, estimating a damage condition of the building, by at least the second detector After the magnitude of the vibration calculated by the response analysis of the building is determined based on the magnitude of the vibration calculated from the issued second acceleration, the result of the determination does not satisfy the predetermined condition. And a step of correcting the model in some cases .
(11) There are the following building earthquake resistance evaluation systems related to the present invention.
For example, a detection unit that detects the vibrations at different heights of the building, respectively, from the vibration detected by the detection unit, a vibration parameter derivation unit that derives a vibration parameter indicating the transfer characteristics of the vibration of the building, The vibration detected by the detection unit, an analysis processing unit that analyzes each position of the analysis target of the building, based on the analysis result of each position of the analysis target of the building vibration of the building, damage to the building And a damage point estimating unit for estimating the situation, and the constant value of the building is adjusted so that the predetermined value corresponding to the magnitude of the vibration is a value that can distinguish between the vibration due to the constant fluctuation and the vibration larger than the constant fluctuation. The vibration parameter deriving unit determines the vibration data of the first period in which the vibration detected by the detecting unit does not include a vibration having a magnitude greater than or equal to the predetermined value. Based on, to identify the transfer function of the building, derive the vibration parameters based on the transfer function, the analysis processing unit, the vibration detected by the detection unit vibration of the predetermined value or more By using the included vibration data of the second period as an analysis target and using the condition determined based on the derived vibration parameter in the analysis process, the displacement or deformation amount of the position of the analysis target of the building is obtained.
The vibration parameter derivation unit in the building seismic resistance evaluation system related to the present invention derives the vibration parameter from microtremor, which is vibration detected by the detection unit and which does not exceed the predetermined value.
The vibration parameter derivation unit in the building earthquake resistance evaluation system related to the present invention derives the vibration parameter including the natural period or the damping constant of the building.
The analysis processing unit in the building seismic resistance evaluation system related to the present invention uses conditions determined by an arithmetic expression based on the derived vibration parameters for analysis processing.
The conditions determined in the building earthquake resistance evaluation system related to the present invention are conditions derived based on an analytical model corresponding to the state of the building.
The analysis processing unit in the building earthquake resistance evaluation system related to the present invention approximates the transfer characteristic of the building based on the vibration detected by the detection unit.
The building seismic resistance evaluation method related to the present invention, a step in which the detection unit detects the vibration of the different height portions of the building, respectively, from the vibration detected by the detection unit, transfer characteristics of the vibration of the building A vibration parameter deriving step of deriving a vibration parameter shown, an analysis processing step of analyzing the vibration detected by the detection unit for each position of the analysis target of the building, and a position of the analysis target of the building of the vibration of the building Based on the analysis result for each, including the step of estimating the damage situation of the building, a predetermined value corresponding to the magnitude of the vibration, a value that can distinguish between vibration due to microtremor and vibration larger than microtremor Therefore, it is determined based on the magnitude of the microtremor of the building, and in the vibration parameter deriving step, the vibration detected by the detection unit is set to a predetermined value. Based on the vibration data of the first period that does not include the vibration of the above magnitude, the transfer function of the building is identified, the vibration parameter based on the transfer function is derived, and the detection is performed in the analysis processing step. The vibration data of the second period in which the vibration detected by the unit includes the vibration of the predetermined value or more is used as the analysis target, and the condition determined based on the derived vibration parameter is used for the analysis process. Then, the amount of displacement or deformation of the position of the building to be analyzed is obtained.
The building seismic resistance evaluation system related to the present invention is a building seismic resistance evaluation system, which is a building seismic resistance evaluation system that performs a response analysis simulation in vibration of the building by an analysis model generated from design data of the building. With a model, a response analysis simulation unit that performs a response analysis simulation for obtaining a response value at the evaluation target position of the building, and a response value obtained from vibration data of an acceleration sensor provided at the plurality of evaluation target positions of the building, An error data calculation unit that obtains a difference between a response value at a position corresponding to the evaluation target position in the result of the response analysis simulation as error data, and an analysis model that changes a coefficient indicating mass, damping, and rigidity of the analysis model. A change unit, and the analysis model change unit is configured to change the error data. There until less than a preset threshold value, each time changing the coefficients, characterized in that to execute the response analysis simulation by the analysis model the coefficient is changed to the response analysis simulation unit.

  The building seismic resistance evaluation system relating to the present invention further comprises a transfer function calculation unit for constantly obtaining a transfer function from vibration data of microtremors and performing identification processing of the coefficient, wherein the transfer function calculation unit is the response analysis simulation unit. Performs the identification process of the coefficient before performing the response analysis simulation.

  The building seismic resistance evaluation system related to the present invention is characterized in that one of the vibration data is vibration data from the acceleration sensor installed at a position for acquiring acceleration data used as ground acceleration in a response analysis simulation. To do.

  The building seismic resistance evaluation system related to the present invention is characterized in that another one of the vibration data is vibration data from an acceleration sensor located at an uppermost position among the acceleration sensors installed in the building. .

  A building seismic resistance evaluation system related to the present invention is characterized in that the response analysis simulation unit performs the response analysis simulation when acceleration data used as the ground motion acceleration exceeds a preset acceleration.

(9) Further, there are the following building earthquake resistance evaluation methods related to the present invention.
For example, the building seismic resistance evaluation method is a building seismic resistance evaluation method for performing a response analysis in the vibration of the building by an analysis model generated from the design data of the building, and the response analysis simulation unit uses the analysis model to construct the building. Response analysis simulation process of performing a response analysis simulation to obtain a response value at the evaluation target position, and error data calculation is a response value obtained from the vibration data of the acceleration sensor provided at the plurality of evaluation target positions of the building. , An error data calculation process of obtaining a difference from the vibration data at the position corresponding to the evaluation target position in the result of the response analysis simulation as error data, and the analysis model changing unit sets at least the mass and rigidity coefficients of the analysis model. Pre-analysis model change, including analysis model change process to change However, until the error data becomes less than a preset threshold value, every time the coefficient is changed, the response analysis simulation is executed by the response analysis simulation unit by the analysis model with the changed coefficient. .

  As described above, according to the present invention, it is possible to perform a response analysis of a building that matches the actual situation of the building.

It is a conceptual diagram which shows the structural example of the building earthquake resistance evaluation system by the 1st Embodiment of this invention. It is a flow chart which shows an operation example which asks for a response value in each floor (each mass point) of building 100 in a building earthquake-proof evaluation system by a 1st embodiment. It is a conceptual diagram which shows the structural example of the building earthquake resistance evaluation system by the 2nd Embodiment of this invention, and the example of arrangement | positioning of the acceleration sensor provided in the building of evaluation object. 7 is a flowchart showing a process performed by the transfer function calculation unit 18 to identify each element of a mass matrix, a damping matrix, and a rigidity matrix by microvibration. It is a flow chart which shows an example of operation which asks for a response value in each floor (each mass point) of building 100 in a building earthquake-proof evaluation system by a 2nd embodiment.

<First Embodiment>
Hereinafter, the building earthquake resistance evaluation system according to the first embodiment of the present invention will be described with reference to the drawings. FIG. 1 is a conceptual diagram showing a configuration example of a building earthquake resistance evaluation system according to a first embodiment of the present invention and a configuration in which an acceleration sensor provided in a building to be evaluated is connected.
In FIG. 1, the building earthquake resistance evaluation system 1 supplies acceleration data as vibration data of seismic motion from each of the acceleration sensors S0, Sk and Sm provided in the building 100 via an information communication network I such as the Internet. To be done. The acceleration sensor S0 is provided on the ground floor and measures the acceleration applied to the lowest layer of the building that is the target of seismic evaluation. Further, each of the acceleration sensors S0, Sk and Sm constantly transmits the acceleration value of the acceleration applied to itself as acceleration data to the building earthquake resistance evaluation system 1 through the information communication network I.

  Here, it is necessary to dispose two or more acceleration sensors at different heights in the building. That is, when the analysis model described later is generated, it is desirable to install it on each floor of the building in order to improve the accuracy most. Further, when accuracy is improved by using a small number of acceleration sensors, at least two sensors are required at least in the lowermost layer (or the lowermost layer) and the uppermost layer (or the uppermost layer).

The building earthquake resistance evaluation system 1 includes an analysis model generation unit 10, a response analysis simulation unit 11, an error data calculation unit 12, a transmission / reception unit 13, an analysis model change unit 14, a damaged portion estimation unit 15, a database 16 and a display unit 17. ing.
The transmission / reception unit 13 receives the acceleration data from each of the acceleration sensors S0, Sk and Sm via the information communication network I, and the acceleration data together with the sensor identification information for identifying each of the sensors added to the acceleration data. The received acceleration data is written and stored in the database 16 in time series in association with the building 100.
Further, the transmission / reception unit 13 transmits, through the information communication network I, analysis data indicating the estimated damaged portion to a terminal (server or personal computer) provided in a management center that manages the building 100 (not shown). .
The display unit 17 is a display device that displays an image, and is, for example, a liquid crystal display device.

  In order to generate the analysis model, the analysis model generation unit 10 generates a basic model (equation (1) described later) for generating the analysis model and a dynamic characteristic matrix of the ground and the building in the internal area of the analysis target in the design book or the like ( The design data for calculating the matrix of each of mass, damping, and rigidity, which will be described later, and the data are read from the database 16. This design data includes, for example, physical property values (density, elastic wave velocity, damping constant, etc.) for each ground layer in the building interior area, and constants for each floor (mass, rigidity, damping constant, etc.) that indicate the vibration characteristics of the building. . The basic model is a model formula for generating a later-described first-generation analysis model of the building 100, and the analysis model generation unit 10 determines the number of floors of the target building 100 for which the analysis model is generated and the constants of each floor. The analysis model is expanded to be the first generation of the analysis model. Therefore, when the first-generation analysis model is generated from the basic model of the equation (1) in a design book or the like, it is expanded corresponding to the number of floors of the building 100 and the constants of each floor indicating the vibration characteristics of the building. It will be.

The analysis model can be a mass system model or a three-dimensional frame model. When this mass system is used, it is a motion equation of a multi-mass system in vibration, which is obtained from a three-dimensional frame elasto-plastic analysis model (three-dimensional frame model) of a building.
Here, for example, the basic model for generating the analytical model is the equation of motion shown in the following equation (1).
[M0] {x ''} + [C0] {x '} + [K0] {x} =-[M0] y0''(1)
In this equation (1), [M0] is a mass matrix, [C0] is a damping matrix, and [K0] is a stiffness matrix. Further, in each of matrix elements (hereinafter, simply referred to as elements) of the mass matrix [M0], the damping matrix [C0], and the stiffness matrix [K0], the number of columns and the number of rows of the elements are default values. y0 ″ indicates the acceleration of the earthquake (ground motion acceleration, acceleration in the direction parallel to the ground surface) in the lowest layer of the analytical model.

  Further, in this equation (1), x ″ represents the acceleration of the earthquake (ground motion acceleration, acceleration in the direction parallel to the ground surface), x ′ represents the velocity, and x represents the displacement amount. {X ″} is a column vector (m × 1 type matrix) showing the acceleration in the parallel direction of each mass point on the ground surface of the mass point which is the analysis position (evaluation target position) in the direction perpendicular to the ground surface. . As shown below, each of the acceleration {x ″}, the velocity {x ′}, and the displacement {x ′} in the equation (1) is a column vector shown in the following equation. In the following formula, the number of floors of the building is set to the mth floor for convenience.

  That is, the acceleration {x ″}, which is the column vector in the equation (1), is the acceleration in the direction parallel to the ground surface at each mass point (for example, corresponding to the floor number of a building) that is the analysis position in the direction vertical to the ground surface. It is the column vector shown. The velocity {x '} is a column vector indicating the velocity in the direction parallel to the ground surface at each mass point that is an analysis position in the direction perpendicular to the ground surface. The displacement {x} is a column vector indicating the displacement in the direction parallel to the ground surface at each mass point that is the analysis position in the direction perpendicular to the ground surface.

The analysis model generation unit 10 calculates the default dimension matrix elements of the mass matrix [M0], the damping matrix [C0], and the stiffness matrix [K0] in the equation (1) from the floor number of the building 100 and the design data. The matrix elements are changed to the dimensions calculated by the finite element method or the like.
Further, the elements of each matrix are calculated in advance from the design data, and the database 16 is written and stored in advance in association with the floor number of the building 100 and the design data. Then, the analysis model generation unit 10 reads the elements of each matrix corresponding to the building 100 from the database 16, expands and changes the basic model according to the dimension of each element of this matrix, One generation may be generated.

Then, the analysis model generation unit 10 changes the dimensions of each element of the mass matrix [M0], the damping matrix [C0], and the stiffness matrix [K0] in the basic model in correspondence with the floor number of the building 100 (expanded and changed). ), A mass matrix [MD], a damping matrix [CD] and a stiffness matrix [KD] are obtained, and vertical vectors of acceleration {x ″}, velocity {x ′} and displacement {x} are determined according to the rank. Expand the number of elements in the vector. Then, the analytical model generation unit 10 calculates the mass matrix [MD], the damping matrix [CD], and the stiffness matrix [KD], and the sequence of acceleration {x ″}, velocity {x ′}, and displacement {x}. Using the vector and, the equation (1) is changed to the following equation (2) to generate a first generation analysis model of the building 100 to be analyzed.
[MD] {x ''} + [CD] {x '} + [KD] {x} =-[MD] y0''... (2)
In the equation (2), x ″ represents acceleration of the earthquake (acceleration in a direction parallel to the ground surface), x ′ represents velocity, and x represents displacement amount. As described above, the acceleration {x ″}, the velocity {x ′}, and the displacement {x ′} have a response value with each floor as a mass point.

Then, the analysis model generation unit 10 writes the generated analysis model of Expression (2) in association with the building 100 (corresponding to identification information for identifying the building 100) and stores it in the database 16.
The response analysis simulation unit 11 reads the equation (2) corresponding to the target building 100 to be subjected to the seismic evaluation from the database 16, and the acceleration y0 ′, which is the acceleration data supplied from the acceleration sensor S0 for this equation (2). '(Acceleration value detected by the acceleration sensor S0 installed in the lowest layer of the building 100) is used, which is a column vector on each floor as a mass point: acceleration {x''}, velocity {x'}, displacement {x ' } For each response value (perform response analysis simulation).

  That is, the response analysis simulation unit 11 substitutes the acceleration y0 ″ into the equation of motion of the equation (2) at each fine time interval Δt, so that the acceleration {x ″} and the velocity {x ′}, which are column vectors, Calculate each of the displacements {x '}.

The error data calculation unit 12 reads the accelerations of the time-series acceleration sensors S0, Sk, Sm from the database 16 and integrates the read time-series accelerations y0 ″, yk ″, ym ″, The velocities y0 ', yk' and ym 'are obtained.
Similarly, the error data calculator 12 integrates each of the calculated velocities y0 ′, yk ′, ym ′ of the analysis positions of the acceleration sensors S0, Sk, Sm to obtain displacements y0, yk, ym.
Here, the accelerations y0 ″, yk ″, and ym ″ respectively correspond to the accelerations x0 ″, xk ″, and xm ″, and the velocities y0 ′, yk ′, and ym ′ are respectively Corresponding to the velocities x0 ', xk', xm ', the displacements y0, yk, ym respectively correspond to the displacements x0, xk, xm.

The error data calculation unit 12 calculates, from the calculated column vector acceleration {x ″}, the acceleration x0 ″ at the position corresponding to each position (the floor as the mass point) of each of the acceleration sensors S0, Sk, and Sm. Extract xk ″ and xm ″.
Similarly, the error data calculation unit 12 calculates the speeds x0 ′, xk ′, and xm ′ at the positions corresponding to the respective positions of the acceleration sensors S0, Sk, and Sm from the calculated column vector speed {x ′}. To extract.
Further, the error data calculation unit 12 extracts displacements x0, xk, xm at positions corresponding to the respective arrangement positions of the acceleration sensors S0, Sk and Sm from the calculated column vector displacement {x}.

The error data calculator 12 determines the differences Δa0 and Δak between the accelerations y0 ″, yk ″ and ym ″ and the accelerations x0 ″, xk ″ and xm ″ at the same time. And Δam are obtained.
Similarly, the error data calculation unit 12 obtains respective differences Δv0, Δvk, and Δvm between the speeds y0 ′, yk ′, and ym ′ and the speeds x0 ′, xk ′, and xm ′, respectively.
Further, the error data calculation unit 12 obtains respective differences Δd0, Δdk and Δdm between the displacements y0, yk and ym and the displacements x0, xk and xm.
Here, the error data calculation unit 12 is, for example, the sum of the error values of the respective elements indicated by the error matrix {E} = {(Δa02 + Δak2 + Δam2) 1/2 (Δv02 + Δvk2 + Δvm2) 1/2 (Δd02 + Δdk2 + Δdm2) 1/2}. When the error E exceeds the preset determination threshold, the control information instructing the adjustment of each element of the matrix is added to the error value of each element and transmitted to the analysis model changing unit 14.

  When the error value of each element is supplied together with the control information for instructing the adjustment of each element of the matrix described above, the analysis model changing unit 14 supplies a matrix (mass matrix [MD], damping matrix [CD] and stiffness matrix). [KD]) element change processing is performed. For example, the analysis model changing unit 14 changes all the elements at a preset rate of change, and determines the elements of the matrix in which the error E is equal to or smaller than the determination value in the brute force. At this time, the response analysis simulation unit 11 executes the response analysis simulation every time the element of each matrix is changed. Then, the analysis model changing unit 14 performs a process of changing the element of each matrix every time the control data instructing the change of the element of each matrix of the analysis model is supplied from the error data calculation unit 12. Here, the change rate of each element may be adjusted according to the magnitude of the error value E.

In addition, the analysis model changing unit 14 changes the elements in each of the mass matrix [MD], the damping matrix [CD], and the stiffness matrix [KD] of the analytical model, thereby respectively mass matrix [MT] and damping matrix [MD]. CT] and a stiffness matrix [KT], the analytical model for the building 100 in the database 16 is rewritten as the following expression (3).
[MT] {x ''} + [CT] {x '} + [KT] {x} =-[MT] y0''... (3)
In this equation (3), x ″ indicates the acceleration of the earthquake (for example, the acceleration in the direction parallel to or perpendicular to the ground surface), and x ′ is the velocity (for example, the direction parallel to the ground surface). Direction or velocity in a vertical direction), and x represents a displacement amount (for example, a displacement amount in a direction parallel to the ground surface or a vertical direction).

The brute force in the present embodiment is an example. The algorithm for reducing the error E performed by the analysis model changing unit 14 may use another method. For example, a genetic algorithm (GA), a local search, a simulated annealing (SA), etc. may be used.
Further, for example, the elements of only the matrix of the response values (acceleration, velocity, displacement) of large error values are adjusted in a brute force manner, and the elements of the matrix of the minimum value adjusted here remain as they are. An algorithm such as adjusting elements of a large type of matrix may be used.

The damage location estimation unit 15 uses the column vector acceleration {x ″}, the column vector velocity {x ′}, and the column vector displacement {x} calculated by the response analysis simulation unit 11 as the analysis model of the building to be analyzed. A response value is obtained for each position of the mass point (that is, for each floor corresponding to the mass point).
Further, when the mass point model is used, the damage point estimation unit 15 determines at least the maximum layer shear force and the maximum layer deformation angle by the acceleration, velocity and displacement obtained from the dynamic elasto-plastic analysis in the above-mentioned equation (3). Derive one. In addition, when the three-dimensional frame model is used, the damaged portion estimation unit 15 adds the member of the building 100 (in addition to the acceleration {x ″}, velocity {x ′}, displacement {x} obtained from the dynamic elasto-plastic analysis. The stress applied to the pillars, the beams, the walls, the braces, etc. and the deformation are simultaneously obtained, and the damage state of the building 100 is derived. Here, the damaged portion estimation unit 15 calculates the deformation amount of each member from the displacement {x} of the column vector that is the displacement vector from geometrical conditions such as preset positions. Then, the damaged portion estimation unit 15 obtains the stress based on the calculated deformation amount through the rigidity matrix [KT].

Then, when the mass system model is used for the response analysis simulation, the damaged portion estimation unit 15 uses at least one of the maximum story shear force and the maximum story deformation angle to perform static elasto-plastic analysis in the three-dimensional frame model of the building 100. The damage state is estimated for each member (column, beam, wall, brace, etc.) used in the building 100. Here, the damaged portion estimation unit 15 sets the damage state according to the degree (level) of the stress obtained from the relationship between the stress and the deformation of each member created in advance in the analysis model. The damage state corresponding to the stress is output for each member.
Here, the numerical value of at least one of the maximum layer shear force and the maximum layer deformation angle that is in a damaged state is set as a threshold value corresponding to the damaged state of each member, and the database 16 is preliminarily set for each member for each floor in each building. Write and store as a table.
Then, the damaged portion estimation unit 15 obtains and outputs the damage state of each member of each floor from the above-mentioned table corresponding to the derived numerical value of at least one of the maximum layer shear force and the maximum layer deformation angle.
In the database 16, the equations (2) and (3) as the analytical model are written and stored, and the response value calculated by the analytical model, the acceleration data supplied from the acceleration sensor, etc. are written for each building 100. Remembered.
Further, in the database 16, design books and design data are written and stored in advance for each building 100.

Next, the operation of the building earthquake resistance evaluation system according to the first embodiment of the present invention will be described with reference to FIG. FIG. 2 is a flowchart showing an operation example of obtaining a response value in each part of the building 100 in the building earthquake resistance evaluation system according to the first embodiment.
Step S1:
In order to generate the analysis model of the building 100, the analysis model generation unit 10 reads the design data of the building 100 and the equation (1) of the basic model that generates the analysis model from the database 16.
Then, the analysis model generation unit 10 obtains each element of the mass matrix [M0], the damping matrix [C0], and the rigidity matrix [K0] in the equation (1) from the read design data, and the mass matrix [MD], Each element of the damping matrix [CD] and the stiffness matrix [KD] is obtained.
In addition, the analysis model generation unit 10 sets the elements of the column vector of the acceleration {x ″}, the velocity {x ′}, and the displacement {x} of the equation (1) to the rank based on the rank of the building 100 in the read design data. Expand to accommodate.
As a result, the analysis model generation unit 10 calculates the extended mass matrix [MD], damping matrix [CD], and stiffness matrix [KD], acceleration {x ″}, velocity {x ′}, and displacement {x}. Equation (2), which is an initial model (first generation model) of the analytical model based on the design data of the building 100, is generated by using the column vector.

  In addition, the analysis model generation unit 10 writes (2) the expression (2), which is the generated analysis model of the building 100, in the database 16 in association with the building 100 (for example, with the identification information of the building 100), and stores it. .

Step S2:
When the acceleration data supplied from the acceleration sensor S0 provided in the building 100 is supplied, the response analysis simulation unit 11 reads the acceleration threshold value set in advance for the building 100 from the database 16. When acceleration values that can be detected by each of the acceleration sensors S0, Sk, and Sm (having a detection sensitivity or higher) are applied, the detected acceleration values are used as acceleration data to evaluate building earthquake resistance through the information communication network I. Send to system 1.

Then, the response analysis simulation unit 11 determines whether or not the acceleration value supplied from the acceleration sensor S0 exceeds the acceleration threshold value.
That is, in the event of an earthquake, the ground on which the building 100 is installed shakes, and a shaking force that gives acceleration is applied to the bottom of the building 100. Therefore, in the initial stage, the acceleration sensor S0 changes to another acceleration sensor Sk and An acceleration value higher than Sm will be detected. Therefore, in this embodiment, the acceleration value of the acceleration sensor S0 is used as a parameter for determining whether or not to perform the response analysis simulation. That is, when the detection sensitivities of the acceleration sensors S0, Sk, and Sm are the same, even if the acceleration data is supplied from the acceleration sensors Sk and Sm, it is not the earthquake that causes the building 100 to sway but the wind or the running of the vehicle. This is because it is considered that the vibration is caused by microtremor due to the natural vibration of the building 100 due to the vibration.

At this time, the response analysis simulation unit 11 advances the process to step S3 when the acceleration value is equal to or higher than the acceleration threshold value, and repeats the process of step S2 when the acceleration value is lower than the acceleration threshold value.
Further, as a configuration in which the acceleration threshold value is not provided, the response analysis simulation unit 11 changes the elements of each matrix each time the acceleration data is supplied from the acceleration sensor S0 without performing the process of step S2 described above. Alternatively, the response analysis of the building 100 may be simulated.

Step S3:
The response analysis simulation unit 11 reads the analysis model of the expression (2), which is the analysis model of the building 100, from the database 16 at the first loop of the flowchart. Further, when it is the second and subsequent times of the loop in the flowchart, the analysis model of the expression (3), which is the analysis model of the building 100, is read from the database 16.
Next, the response analysis simulation unit 11 calculates the acceleration value y0 ″ supplied from the acceleration sensor S0 in time series (for example, every Δt cycle) in the equation (2) (the second and subsequent equations (3)). Substituting into y0 ″, acceleration {x ″}, velocity {x ′}, displacement {x} as response values are calculated for each Δt.

Then, the response analysis simulation unit 11 associates the acceleration {x ″}, the velocity {x ′}, and the displacement {x} calculated in time series in association with the building 100 with respect to the database 16 in the order of calculation. Write and memorize.
At this time, the transmission / reception unit 13 reads in time series from the acceleration sensor S0 and uses the acceleration data used as the acceleration y0 ″, and the accelerations yk ″ and ym ″ supplied in time series from each of the acceleration sensors Sk and Sm. Each of them is written and stored in the database 16 in the order supplied from the acceleration sensors S0, Sk and Sm. At this time, the velocities y0 ′, yk ′, and ym ′ are written in the database 16 so that the order of the acceleration {x ″}, the velocity {x ′}, and the displacement {x} correspond to each other. Remembered Further, the transmission / reception unit 13 reads the acceleration data supplied from each of the acceleration sensors S0, Sk and Sm at the same timing.

In addition, the response analysis simulation unit 11 associates the response value with the building 100, and writes the response value obtained in time series in the database 16 and stores it.
Then, when the acceleration value of the acceleration data supplied from the acceleration sensor S0 becomes equal to or less than the acceleration threshold, the response analysis simulation unit 11 ends the simulation of the response analysis for the building 100. Further, the response analysis simulation unit 11 may be configured such that the time range of the acceleration data is set in advance and the response analysis simulation is performed in the set time range regardless of the acceleration value.
After the completion of the response analysis simulation, the response analysis simulation unit 11 adds to the error data calculation unit 12 an end signal indicating that the response analysis simulation for the building 100 has been completed, with the information identifying the building 100 added. Output.

Step S4:
When the end signal indicating the end of the response analysis simulation is supplied from the response analysis simulation unit 11, the error data calculation unit 12 receives the accelerations y0 ″, yk ″, ym ′ of the building 100 from the database 16 in time series. Each of the values 'is read out and sequentially integrated in the order of reading to obtain the speeds y0', yk ', ym', respectively.
Then, the error data calculation unit 12 writes and stores the obtained speeds y0 ′, yk ′, ym ′ in the time series in the database 16 in association with the building 100. At this time, the velocities y0 ′, yk ′, ym ′ and the accelerations y0 ″, yk ″, ym ″ are written and stored in the database 16 so that they correspond in order.

In addition, the error data calculation unit 12 reads each of the velocities y0 ′, yk ′, and ym ′ of the building 100 in time series from the database 16, integrates them sequentially in the order of reading, and calculates displacements y0, yk, and ym, respectively. Ask.
Then, the error data calculation unit 12 writes and stores the obtained speeds y0 ′, yk ′, ym ′ in the time series in the database 16 in association with the building 100. At this time, the displacements y0, yk, ym and the accelerations y0 ″, yk ″, ym ″ are written and stored in the database 16 so as to correspond to each other.

Next, the error data calculation unit 12 calculates the accelerations y0 ″, yk ″, ym ″ and the corresponding accelerations y0 ″, yk ″, ym ″ at the mass point positions x0 ″, xk. ″, Xm ″ are read from the database 16.
The error data calculation unit 12 then calculates the difference Δa0 between the acceleration y0 ″ and the acceleration x0 ″, the difference Δak between the acceleration yk ″ and the acceleration xk ″, and the difference Δam between the acceleration ym ″ and the acceleration xm ″. Ask for.
Further, the error data calculation unit 12 obtains a difference Δv0 between the speed y0 ′ and the speed x0 ′, a difference Δvk between the speed yk ′ and the speed xk ′, and a difference Δvm between the speed ym ′ and the speed xm ′.
Further, the error data calculation unit 12 obtains a difference Δd0 between the displacement y0 and the displacement x0, a difference Δdk between the displacement yk and the displacement xk, and a difference Δdm between the displacement ym and the displacement xm.

The error data calculation unit 12 calculates, for example, {(Δa02 + Δak2 + Δam2) 1/2 (Δv02 + Δvk2 + Δvm2) 1/2 (Δd02 + Δdk2 + Δdm2) 1/2} as the error matrix {E}.
Then, the error data calculation unit 12 calculates the error E by calculating (Δa02 + Δak2 + Δam2) 1/2 + (Δv02 + Δvk2 + Δvm2) 1/2 + (Δd02 + Δdk2 + Δdm2) 1/2.
Here, the error data calculation unit 12 corresponds to all the acceleration data written in time series in the database 16 in the event of the earthquake, and is actually obtained from each of the acceleration sensors S0, Sk and Sm. The error E is obtained from the acceleration, velocity, and displacement and the acceleration, velocity, and displacement obtained by the simulation of response analysis.
When the calculation of the error E for all of the acceleration, velocity, and displacement stored in the database 16 in time series is completed, the error data calculation unit 12 extracts the maximum value of the error E calculated in time series.

Step S5:
The error data calculation unit 12 determines whether or not the error E extracted as the maximum value in the error E calculated in time series is equal to or less than a preset determination threshold value.
At this time, when the extracted error E is not equal to or less than the determination threshold (the error E exceeds the determination threshold), the error data calculation unit 12 determines the elements of the mass matrix, the damping matrix, and the stiffness matrix, which are the matrices in the analysis model. Control information for performing the changing process is transmitted to the analysis model changing unit 14, and the process proceeds to step S6.

  Here, the error data calculation unit 12 is a mass matrix [MD], a damping matrix [CD], and a stiffness matrix [KD] in the case of the process of changing the elements in the mass matrix, the damping matrix, and the stiffness matrix in the first loop of the flowchart. The control information indicating the changing process of each element of is output to the analysis model changing unit 14. That is, in the first matrix changing process of the loop in the flowchart, each element of the mass matrix [MD], the damping matrix [CD] and the stiffness matrix [KD] in the equation (2) is changed, and the equation (3) is changed. In the matrix [MT], the damping matrix [CT], and the stiffness matrix [KT].

  Further, the error data calculation unit 12 performs the mass matrix [MT], the damping matrix [CT], and the stiffness matrix [KT] in the case of the process of changing the elements in the mass matrix, the damping matrix, and the stiffness matrix after the second loop of the flowchart. The control information indicating the changing process of each element of is output to the analysis model changing unit 14. That is, the first matrix changing process of the loop in the flowchart is an updating process of each element of the mass matrix [MT], the damping matrix [CT], and the stiffness matrix [KT] in the equation (3).

On the other hand, when the extracted error E is less than or equal to the determination threshold, the error data calculation unit 12 estimates the result information indicating that the response value at the predetermined accuracy of the portion corresponding to the mass point of the building 100 has been calculated as the damaged portion. It is output to the unit 15 and the process proceeds to step S7.
In addition, the error data calculation unit 12 stores the acceleration {x ″}, the velocity {x ′}, and the displacement {x}, which are the response values obtained in time series, in the database 16 together with the identification information indicating the building 100 and the earthquake. Write to and store in sequence.
In this case, the error data calculation unit 12 determines that the analysis model calculates a response value with a predetermined accuracy based on the elements of the mass matrix [MD], the damping matrix [CD], and the stiffness matrix [KD]. .

Step S6:
The analysis model changing unit 14 reads the analysis model from the database 16 when the error data calculating unit 12 receives the control information indicating the change of the elements in the mass matrix, the damping matrix, and the stiffness matrix.
As described above, the analysis model changing unit 14 reads the analysis model of Expression (2) from the database 16 in the case of the first change processing of the loop in the flowchart. Then, the analysis model changing unit 14 changes each element of the mass matrix [MD], the damping matrix [CD] and the stiffness matrix [KD] by a preset algorithm, and the mass matrix [MT] and the damping matrix [CT]. ] And the stiffness matrix [KT], the equation (3) is generated, and the generated equation (3) is written and stored in the database 16.

On the other hand, the analysis model changing unit 14 reads the analysis model of the expression (3) from the database 16 in the case of the second and subsequent changing processes of the loop in the flowchart. Then, the analysis model changing unit 14 changes each element of the mass matrix [MT], the damping matrix [CT], and the stiffness matrix [KT] by a preset algorithm, and updates the expression (3) of the analysis model. , And stores the updated expression (3) in the database 16.
Here, the preset algorithm refers to an algorithm in which, in each matrix of the mass matrix, the damping matrix, and the stiffness matrix, the selection method of the element to be changed in the matrix and the rate of change of the selected element are specified. ing. For example, a genetic algorithm or simulated annealing may be used corresponding to the error value calculated by the error data calculation unit 12.

Step S7:
When the result information is supplied from the error data calculation unit 12, the damaged portion estimation unit 15 responds to the corresponding building 100 and the earthquake from the database 16 by the response analysis (acceleration {x ″}, Read velocity {x '} and displacement {x}).
Then, when the mass point system model is used for the response analysis simulation based on the read response value, the damaged part estimation unit 15, for example, between the mass points of the analysis model of the building 100, that is, the acceleration x ″ of the layer of the building 100, Based on the velocity x ′ and the displacement x, the maximum shear force and the maximum displacement angle of each floor of the building 100 are calculated.

Next, the damaged portion estimation unit 15 performs static elasto-plastic analysis on the three-dimensional frame model of the building 100 to be analyzed, and damages each member (column, beam, wall, brace, etc.) used in the building 100. Estimate the state.
This three-dimensional frame model is created based on the building structure information. When a three-dimensional frame model is used for the response analysis simulation, the damage state of the member or the like can be estimated simultaneously with the response analysis.
In addition, this building structure information includes information on the structure type of the building 100 to be analyzed, the building application, the number of building floors, the total floor area, and the building area, and, if necessary, non-structural members (partition walls, non-structural floors, Includes information about each of the ceiling, exterior (outer wall finish, sash), equipment, piping, etc.).

Then, when the mass analysis system model is used for the response analysis simulation, the damage point estimation unit 15 estimates the damage at each node as a result of the static elasticity analysis, that is, the individual columns, beams, walls, and braces of the building 100. Estimate the damaged part of the element such as and the damage state (damage level) of the damaged part.
In addition, the damaged portion estimation unit 15 displays the obtained damaged portion of each element of the building 100 and the damaged state of the damaged portion on the three-dimensional image of the three-dimensional frame model of the building 100 that is displayed on the display unit 17. To add.
For example, a color indicating the level of the damaged state is set in advance, and the damaged portion estimation unit 15 displays a color for each damaged portion of the building 100 on the display unit 17 in accordance with the damaged state of the damaged portion. , Notifies the operator of visual damage information.
Further, the damaged portion estimation unit 15 transmits the obtained damaged portion of the building 100 and the damage state of the damaged portion to the terminal or the like provided in the management center of the building 100 as damage information.
As a result, even in the terminal of the management center, the damaged part of the building 100 and the damaged state of the part can be confirmed by the same display as the display unit 17 in the building earthquake resistance evaluation system 1.

As described above, according to the present embodiment, the analysis model generated from the design document of the building 100 is sequentially changed from the initial model in response to the change over time, and the acceleration of the earthquake is calculated by the analysis model closest to the current state. It is possible to analyze the response value at each mass point by.
That is, although the analysis model generated from the design documents shows only the state of the building, when it is used as an office, the weight of equipment such as desks, chairs, furniture, copy machines, etc. Therefore, the elements of the mass matrix and the damping matrix in the initial model of the analytical model created in the design document are different. Further, even when the tenant changes, the mass matrix and the damping matrix will be changed. Further, the rigidity of the members of the building 100 deteriorates with the lapse of time, and each element of the rigidity matrix and the damping matrix also changes.
Therefore, according to the present embodiment, every time an earthquake occurs, the response model for each mass point of the building 100 is changed while changing to the analysis model corresponding to the state of the building 100 at that time. Based on this, it is possible to highly accurately estimate the damaged portion and the damage state of the damaged portion.

<Second Embodiment>
Hereinafter, the building earthquake resistance evaluation system according to the second embodiment of the present invention will be described with reference to the drawings. FIG. 3 is a conceptual diagram showing a configuration example of a building earthquake resistance evaluation system according to the second embodiment of the present invention and an arrangement example of acceleration sensors provided in a building to be evaluated. In FIG. 3, the same components as those in FIG. 1 according to the first embodiment are designated by the same reference numerals, and the description thereof will be omitted.
The building seismic resistance evaluation system 1 according to the second embodiment includes an analysis model generation unit 10, a response analysis simulation unit 11, an error data calculation unit 12, a transmission / reception unit 13, an analysis model change unit 14, a damage location estimation unit 15, and a database 16. A display unit 17 and a transfer function calculation unit 18 are provided. The second embodiment is different from the first embodiment in that a transfer function calculation unit 18 that constantly obtains a transfer function from acceleration data of minute movements and updates the coefficients of a mass matrix, a damping matrix, and a stiffness matrix by this transfer function. It was newly established. Hereinafter, only the configuration and operation of the second embodiment different from that of the first embodiment will be described.

Since the transfer function calculation unit 18 changes the initial model (first generation model), the mass matrix [MD], the damping matrix [CD], and the stiffness matrix [ KD], and further the mass matrix [MT], damping matrix [CT], and stiffness matrix [KT].
Here, micro-vibration means that the human body feels that the wind source, traffic vibration, waves, deep-earth vibration, human movement in a building, etc. It means a vibration with a very small amplitude that cannot be seen.

The transfer function calculation unit 18 includes elements of the mass matrix, the damping matrix, and the mass matrix so as to correspond to the current state of the building 100 when the acceleration value of the acceleration data supplied from the acceleration sensor S0 does not exceed the acceleration threshold value. Make changes.
That is, the transfer function calculation unit 18 estimates the resonance frequency by curve fitting, and identifies each element of the mass matrix, the damping matrix, and the stiffness matrix.

Next, FIG. 4 is a flowchart showing a process of identifying each element of the mass matrix, the damping matrix, and the mass matrix by the microvibration performed by the transfer function calculation unit 18. The transfer function calculation unit 18 performs the process of the flowchart described below every certain period.
Step S21:
The transfer function calculation unit 18 writes the acceleration data supplied from each of the acceleration sensors S0, Sk, and Sm into the database 16 in a time series and stores the data within a fixed time.
Then, when the transfer function calculation unit 18 finishes recording the acceleration data supplied from each of the acceleration sensors S0, Sk, and Sm within the fixed time, the process proceeds to step S22.

Step S22:
Next, the transfer function calculation unit 18 uses the acceleration values (accelerations y0 ″, ym ′) of micro-movement of two acceleration sensors, for example, the acceleration sensor S0 and the acceleration sensor Sm, which are provided at the positions of different mass points of the building. ') Time-series records are sequentially read from the database 16.
Then, the transfer function calculation unit 18 determines the transfer characteristic of the building 100, for example, the transfer function (response to the applied acceleration value to the applied acceleration value) of the building 100 from the response waveform of the building obtained by the time series change of the read acceleration value. Calculate the acceleration ratio).
y ″ + 2hω · y ′ + ω2 · y (4)
In the equation (4), ω (= 2π / T) is the angular frequency, and h is the damping constant. Further, in the angular frequency ω of the equation (4), T is the natural period of vibration.
Here, when the two acceleration sensors are used to obtain the transfer function, the transfer function corresponding to the building 100 is obtained by using the acceleration sensors S0 and Sm provided at positions distant from each other in the building 100. It can be obtained with higher accuracy.

Step S23:
Next, the transfer function calculation unit 18 best expresses the transfer characteristic of the building estimated from the acceleration value due to the microtremor read sequentially from the database 16, and the vibration parameter (damping constant h, natural period T) in the equation (4). To decide.
That is, the transfer function calculation unit 18 approximates the response magnification (acceleration response magnification) curve of the arbitrary vibration system to the transfer function obtained in step S22 by the method of least squares.
Then, the transfer function calculation unit 18 identifies the natural period T and the damping constant h of the arbitrary vibration system as a result of the approximation of the response magnification curve with respect to the transfer function.

Step S24:
Next, the transfer function calculation unit 18 defines a mass matrix [MT] and a rigidity matrix [KT], respectively, as shown in the following equations (5) and (6).
[MT] = α [MD] (5)
[KT] = β [KD] (6)
Then, the transfer function calculation unit 18 solves equations (7) and (8) below so that the fixed period TT and the damping constant hT are closest to the natural period T and the damping constant h (5 The coefficient α of the equation) and the coefficient β of the equation (6) are identified.
| (-2π / TT) [MT] + [KT] | = 0 (7)
[CT] = a0 [MT] + a1 [KT] (8)
The coefficients a0 and a1 in the equation (8) are coefficients determined from the relationship of the following equation (9) according to the damping constant hT to be obtained. 1ω in the equation (9) represents the primary circular frequency.
hT = (1/2) · ((a0 / 1ω) + (a1 · 1ω)) (9)

Next, the operation of the building earthquake resistance evaluation system according to the second embodiment of the present invention will be described with reference to FIG. FIG. 5 is a flowchart showing an operation example of obtaining a response value in each part of the building 100 in the building earthquake resistance evaluation system according to the second embodiment.
The flowchart of FIG. 5 is that the process of “coefficient identification process of analysis model by transfer function” of step S1B is added to the flowchart of FIG. 2 in the first embodiment. This step S1B is the updating process of the mass matrix, damping matrix and rigidity matrix by microvibration, which is shown in the flowchart of FIG. 4 already described. Since the other processes from step S1 to step S7 are the same as those in the first embodiment, description thereof will be omitted. Further, if the mass matrix [MD], the damping matrix [CD], and the stiffness matrix [KD] cannot obtain the acceleration value y0 ″ exceeding the preset acceleration threshold value by the processing of step S1B, step S2 The mass matrix [MT], the damping matrix [CT], and the stiffness metric [KT] are updated by step S3 by the change processing up to the second time of the loop passing through. Therefore, the equation (3) is used for the calculation of the response analysis in step S3.

As described above, the transfer function calculation unit 18 receives the acceleration data supplied from the acceleration sensors S0, Sk, Sm at predetermined intervals via the transmission / reception unit 13, and the mass matrix, the damping matrix, and the stiffness matrix. Processing for updating each element of.
As a result, according to the present embodiment, even if only y0 ″ that does not have the accuracy for obtaining a response value in the analysis model is obtained due to an earthquake, the mass matrix, the damping matrix, and the stiffness matrix in the analysis model can be obtained. Since it is possible to periodically update the elements corresponding to the state of the building 100 at that time, it is possible to reduce the number of loops for adjusting the mass matrix, the damping matrix, and the stiffness matrix in the first embodiment. You can

  It should be noted that by recording the program for realizing the building seismic resistance evaluation system in FIGS. 1 and 3 in a computer-readable recording medium, and causing the computer system to read and execute the program recorded in this recording medium. A processing operation for evaluating the earthquake resistance of a building (estimation of damage due to an earthquake, etc.) may be performed. The “computer system” mentioned here includes an OS and hardware such as peripheral devices. The "computer system" also includes a WWW system having a homepage providing environment (or display environment). Further, the “computer-readable recording medium” refers to a portable medium such as a flexible disk, a magneto-optical disk, a ROM, a CD-ROM, or a storage device such as a hard disk built in a computer system. Further, the "computer-readable recording medium" is a volatile memory (RAM) inside a computer system that serves as a server or a client when a program is transmitted via a network such as the Internet or a communication line such as a telephone line. In addition, those that hold the program for a certain period of time are also included.

  Further, the program may be transmitted from a computer system that stores the program in a storage device or the like to another computer system via a transmission medium or by a transmission wave in the transmission medium. Here, the "transmission medium" for transmitting the program refers to a medium having a function of transmitting information such as a network (communication network) such as the Internet or a communication line (communication line) such as a telephone line. Further, the program may be a program for realizing some of the functions described above. Further, it may be a so-called difference file (difference program) that can realize the above-mentioned functions in combination with a program already recorded in the computer system.

1 ... Building earthquake resistance evaluation system 10 ... Analysis model generation unit 11 ... Response analysis simulation unit 12 ... Error data calculation unit 13 ... Transmission / reception unit 14 ... Analysis model change unit 15 ... Damaged portion estimation unit 16 ... Database 17 ... Display unit 18 ... Transfer function calculation unit 100 ... Building 200 ... Basic I ... Information communication network S0, Sk, Sm ... Acceleration sensor

Claims (10)

A first detection unit that is arranged in the lowest layer of the building and detects a first acceleration due to the vibration of the arranged first position ;
A second detection unit that is arranged in a layer other than the lowermost layer of the building and that detects a second acceleration due to the vibration of the arranged second position;
A response analysis simulation unit that performs a response analysis of the building based on the first acceleration of the vibration detected by the first detection unit by a simulation using a model of the building ;
Based on the response analysis result of the response analysis simulation unit, and the result of the static elasto-plastic analysis of the building, a damage location estimation unit that estimates the damage situation of the building,
The result of the determination after the magnitude of the vibration calculated by the response analysis of the building is determined based on the magnitude of the vibration calculated from at least the second acceleration detected by the second detector. The building seismic resistance evaluation system , comprising: an analysis model changing unit that corrects the model when the predetermined condition is not satisfied . A threshold for the damage situation of the building is predetermined based on the result of the static elasto-plastic analysis of the building,
The damaged portion estimation unit,
Estimating the damage situation of the building based on the response analysis result and the threshold value,
The building earthquake resistance evaluation system according to claim 1. Columns, beams, walls of the building, and a threshold value for the damage state of at least one member in the brace is defined for each floor of the building,
The damaged portion estimation unit,
Estimating the damage state of the member based on the threshold value for each floor of the building,
The building earthquake resistance evaluation system according to claim 2. Columns, beams, walls and / or braces of the building, a threshold value relating to a damaged state of at least one member is defined for each member of the building,
The damaged portion estimation unit,
Estimating the damage state of the member based on the threshold value,
The building earthquake resistance evaluation system according to claim 2. A threshold value relating to a damage state of at least one of the columns, beams, walls, and braces of the building is defined for each member of each floor of the building,
The damaged portion estimation unit,
Estimating the damage state of the member based on the threshold value for each member of each floor of the building,
The building earthquake resistance evaluation system according to claim 1 or 2. The damaged portion estimation unit,
Referring to the data showing the relationship between the displacement or deformation amount and the damage situation, based on the response analysis result of the response analysis simulation unit, and the result of the static elasto-plastic analysis of the building, at least the damage situation of the building presume,
The building earthquake resistance evaluation system according to any one of claims 1 to 5. The magnitude of the vibration at the second position is calculated from at least the acceleration value detected by the second detection unit, and the magnitude of the vibration at the second position calculated by the response analysis of the building is calculated as the second value. An error data calculation unit that determines using the magnitude of the vibration at the second position calculated from the acceleration value of the detection unit
Equipped with
The response analysis simulation unit,
Based on the detected vibration by the first detection unit, obtains the response value of the building,
The error data calculation unit,
The magnitude of the velocity value of the vibration calculated by the response analysis of the building is determined based on the magnitude of the velocity value of the vibration calculated from the acceleration value of the second detector, or
Based on the magnitude of the vibration displacement calculated from the acceleration value of the second detector, the magnitude of the vibration displacement calculated by the response analysis of the building is determined.
The building earthquake resistance evaluation system according to any one of claims 1 to 6. The response analysis simulation unit,
The numerical value of at least one of the maximum story shear force and the maximum story deformation angle at which the building is in a damaged state is used as a threshold value for estimating the damage situation of the building. Building seismic resistance evaluation system described. The predetermined value corresponding to the magnitude of the vibration is determined based on the magnitude of the microtremor of the building so that the vibration can be distinguished from the vibration due to the microtremor and the vibration larger than the microtremor,
The first period in which the vibration detected by the first detection unit does not include the vibration of the predetermined value or more, and the second period in which the vibration of the predetermined value or more is included Identified,
The response analysis simulation unit,
A response analysis based on the vibration data of the second period is performed to obtain the displacement or deformation amount of the position of the building to be analyzed,
The building earthquake resistance evaluation system according to any one of claims 1 to 8. A step in which the first detection section detects vibrations at different heights of the building,
A step in which a first detection unit arranged in the lowermost layer of the building detects a first acceleration due to vibration at the arranged first position ;
Second detector disposed in a layer other than the lowermost layer of the building, and detecting a second acceleration caused by vibration of the arranged second position,
A response analysis step of performing a response analysis of the building based on the first acceleration of the vibration detected by the first detection unit by a simulation using a model of the building; a response analysis result by the simulation; Based on the result of the static elasto-plastic analysis of the building, estimating the damage situation of the building, and based on at least the magnitude of the vibration calculated from the second acceleration detected by the second detector. Then, after the magnitude of the vibration calculated by the response analysis of the building is determined, if the result of the determination does not satisfy a predetermined condition, the model is corrected, and a building earthquake resistance evaluation method is included.

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