JP2017058373A - Building Earthquake Resistance Evaluation System and Building Earthquake Resistance Evaluation Method - Google Patents

Abstract

PROBLEM TO BE SOLVED: To perform response analysis of a building, matching to a real condition of a building.SOLUTION: A building safety verification system comprises: a detection part for detecting vibration of a building; a vibration parameter derivation part for deriving a vibration parameter which indicates transfer characteristics of vibration of the building, based on the vibration detected by the detection part; an analysis processing part for analyzing the vibration detected by the detection part, for each position of an analysis object of the building; and a breakage position estimation part for based on the analysis result for each position of the analysis object of the building of the vibration of the building, estimating a breakage state of the building. The vibration parameter derivation part derives the vibration parameter of the building based on vibration data in a first period in which, the vibration detected by the detection part does not contain vibration whose magnitude is equal to or higher than a prescribed value, and the analysis processing part analyzes vibration data in a second period in which, the vibration detected by the detection part contains vibration whose magnitude is equal to or higher than the prescribed value, as an object of analysis, then uses a condition determined based on the derived vibration parameter in the analysis processing, for acquiring displacement or a deformation amount of each position of the analysis object of the building.SELECTED DRAWING: Figure 1

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 the seismic performance of buildings (buildings). For this reason, an analysis model (vibration analysis model) for analyzing the seismic response of the target building is generated, and the seismic response analysis of the building against the earthquake motion by the computer using this analysis model is performed as an earthquake resistant simulation.
This analysis model is generated as a motion equation (ordinary differential equation) of a multi-mass point system configured by multiplying each of the mass matrix, the damping matrix, and the 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 to realize the necessary locations for the seismic design of the new house or the seismic reinforcement of the existing house. This becomes possible (for example, Patent Document 1).

JP 2008-276474 A

However, in Patent Document 1 described above, an analysis model that performs a response analysis (time history response analysis) of a building is configured using a mass matrix and a stiffness matrix for the conditions assumed at the time of design.
However, each of the stiffness matrix and mass matrix is based on the actual situation of the building due to variations in material characteristics, construction errors, aging degradation, weight fluctuations of building interiors such as fixtures, and the accuracy of analytical rigidity and proof stress 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 a 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 matches the actual state of the building.

(1) The building earthquake resistance evaluation system of the present invention shows a vibration characteristic of the building from a detection unit that detects vibrations at different heights of the building and vibrations detected by the detection unit. A vibration parameter deriving unit for deriving a vibration parameter, an analysis processing unit for analyzing the vibration detected by the detection unit for each position of the building analysis target, and for each position of the building analysis target for the vibration of the building A damage location estimation unit that estimates a damage situation of the building based on the analysis result of the analysis, and the vibration parameter deriving unit includes a vibration of a magnitude greater than or equal to a predetermined value in the vibration detected by the detection unit The vibration parameter of the building is derived based on the vibration data of the first period that is not, and the analysis processing unit has a magnitude greater than or equal to the predetermined value in the vibration detected by the detection unit. The vibration data of the second period including the motion is the object of analysis, and the condition determined based on the derived vibration parameter is used for the analysis process, and the displacement or deformation amount of the position of the object of analysis of the building is calculated. obtain.
(2) The vibration parameter deriving unit in the building earthquake resistance evaluation system of the present invention derives the vibration parameter from the constant fine movement detected by the detection unit.
(3) The vibration parameter deriving unit in the building earthquake resistance evaluation system of the present invention derives the vibration parameter including a natural period or a damping constant of the building.
(4) The analysis processing unit in the building earthquake resistance evaluation system of the present invention uses a condition determined by an arithmetic expression based on the derived vibration parameter for the analysis processing.
(5) The determined condition in the building earthquake resistance evaluation system of the present invention is a condition derived based on an analysis model corresponding to the state of the building.
(6) The analysis processing unit in the building earthquake resistance evaluation system of the present invention approximates the transfer characteristics of the building based on the vibration detected by the detection unit.
(7) The building earthquake resistance evaluation method according to the present invention includes a step in which the detection unit detects vibrations at different heights of the building, and a vibration transmission characteristic of the building from the vibrations detected by the detection unit. A vibration parameter deriving step for deriving a vibration parameter indicating the vibration, an analysis processing step for analyzing the vibration detected by the detection unit for each position of the analysis target of the building, and the analysis target of the building for the vibration of the building Estimating the damage status of the building based on the analysis result for each position, and in the vibration parameter derivation step, the vibration detected by the detection unit includes a vibration having a magnitude greater than or equal to a predetermined value. The vibration parameter of the building is derived based on the vibration data of the first period that is not detected, and is detected by the detection unit in the analysis processing step The vibration data of the second period in which the vibration having a magnitude greater than or equal to the predetermined value is included in the vibration, and the condition determined based on the derived vibration parameter is used for analysis processing, Obtain the displacement or deformation amount of the position to be analyzed in the building.
(8) The building earthquake resistance evaluation system related to the present invention includes the following.
For example, the building seismic evaluation system is a building seismic evaluation system that performs response analysis simulation on vibrations of the building based on the analysis model generated from the design data of the building. A response analysis simulation unit for performing a response analysis simulation to obtain a response value; response values obtained from vibration data of acceleration sensors provided at a plurality of the evaluation target positions of the building; and the evaluation in the result of the response analysis simulation An error data calculation unit that obtains a difference from a response value at a position corresponding to a target position as error data, and an analysis model change unit that changes coefficients indicating mass, attenuation, and stiffness of the analysis model, and the analysis model change Until the error data falls below 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 evaluation system related to the present invention further includes a transfer function calculation unit that obtains a transfer function from vibration data of microtremors and performs identification processing of the coefficient, and the transfer function calculation unit includes the response analysis simulation unit. Performs the identification processing of the coefficient before performing the response analysis simulation.

  The building seismic 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 where acceleration data used as ground acceleration in response analysis simulation is acquired. To do.

  The building earthquake resistance evaluation system related to the present invention is characterized in that the other one of the vibration data is vibration data from an acceleration sensor located at the top of the acceleration sensors installed in the building. .

  The building seismic 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, the building earthquake resistance evaluation method related to the present invention includes the following.
For example, the building earthquake resistance evaluation method is a building earthquake resistance evaluation method for performing response analysis in vibration of the building based on the analysis model generated from the design data of the building, and the response analysis simulation unit uses the analysis model to calculate the building A response analysis simulation process for performing a response analysis simulation for obtaining a response value at the evaluation target position, and a response value obtained by calculating error data from vibration data of acceleration sensors provided at the plurality of evaluation target positions of the building; An error data calculation process for obtaining a difference from vibration data at a position corresponding to the evaluation target position in the result of the response analysis simulation as error data, and the analysis model changing unit calculates at least mass and stiffness coefficients of the analysis model. Change the previous analysis model, including the analysis model change process However, each time the coefficient is changed, the response analysis simulation is executed by the analysis model in which the coefficient is changed in the response analysis simulation unit until the error data becomes less than a preset threshold value. .

  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 flowchart which shows the operation example which calculates | requires the response value in each floor (each mass point) of the building 100 in the building earthquake resistance evaluation system by 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. It is a flowchart which shows the process which identifies each element of the mass matrix by a micro vibration performed by the transfer function calculation part 18, a damping matrix, and a rigidity matrix. It is a flowchart which shows the operation example which calculates | requires the response value in each floor (each mass point) of the building 100 in the building earthquake resistance evaluation system by 2nd Embodiment.

<First Embodiment>
The building earthquake resistance evaluation system according to the first embodiment of the present invention will be described below with reference to the drawings. FIG. 1 is a conceptual diagram showing a configuration in which a configuration example of a building earthquake resistance evaluation system according to a first embodiment of the present invention and an acceleration sensor provided in an evaluation target building are connected.
In FIG. 1, the building earthquake resistance evaluation system 1 supplies acceleration data as vibration data of earthquake motion from each of the acceleration sensors S0, Sk and Sm provided in the building 100 via an information communication network I including the Internet. Is done. The acceleration sensor S0 is provided on the ground floor, and measures the acceleration applied to the lowermost layer portion of the building subject to seismic evaluation. Each of the acceleration sensors S0, Sk, and Sm always transmits the acceleration value of the acceleration applied thereto as acceleration data to the building earthquake resistance evaluation system 1 via the information communication network I.

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

The building seismic 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 damage location estimation unit 15, a database 16, and a display unit 17. ing.
The transmission / reception unit 13 receives acceleration data from each of the acceleration sensors S0, Sk, and Sm via the information communication network I, and transmits the acceleration data together with sensor identification information for identifying each sensor added to the acceleration data. The received acceleration data is written and stored in the database 16 corresponding to the building 100 in time series.
Further, the transmission / reception unit 13 transmits 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) via the information communication network I. .
The display unit 17 is a display device that displays an image, such as a liquid crystal display device.

  In order to generate an analysis model, the analysis model generation unit 10 generates a basic model (formula (1) to be described later) for generating the analysis model, and the ground and building dynamic characteristic matrix (in the design book etc.) Design data for calculating a matrix for each of mass, damping, and rigidity (to be described later) is 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 (mass, rigidity, damping constant, etc.) of each floor indicating the vibration characteristics of the building. . The basic model is a model formula for generating a first generation analysis model, which will be described later, of the building 100. The analysis model generation unit 10 uses the floor number of the target building 100 for generating the analysis model and the constant of each floor. It 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) by using a design book or the like, it is expanded corresponding to the floor number of the building 100 and the constant of each floor indicating the vibration characteristics of the building. It will be.

The analysis model can be a mass point model or a three-dimensional frame model. In the case of this mass point system model, it is a motion equation of a multi-mass point system in vibration, which is obtained from a three-dimensional frame elastic-plastic analysis model (three-dimensional frame model) of a building.
Here, for example, the basic model for generating the analysis 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 an attenuation matrix, and [K0] is a stiffness matrix. Further, the matrix elements (hereinafter simply referred to as elements) of the mass matrix [M0], the attenuation matrix [C0], and the stiffness matrix [K0] have default values for the number of columns and rows of elements. y0 ″ represents the acceleration of the earthquake (ground acceleration, acceleration in a direction parallel to the ground surface) in the lowermost layer of the analysis model.

  In the equation (1), x ″ represents the acceleration of the earthquake (ground acceleration, acceleration in a 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) indicating acceleration in the parallel direction of each mass point on the ground surface of the mass point that is the analysis position (evaluation target position) in the direction perpendicular to the ground surface. . As shown below, each of acceleration {x ″}, velocity {x ′}, and displacement {x ′} in equation (1) is a column vector represented by the following equation. In the following formula, the number of floors of the building is m for convenience.

  That is, the acceleration {x ″}, which is a column vector in equation (1), represents the acceleration in the direction parallel to the ground surface at each mass point (for example, corresponding to the floor of a building) that is the analysis position in the direction perpendicular to the ground surface. This 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 the 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 matrix elements of the default dimensions of the mass matrix [M0], the attenuation matrix [C0], and the stiffness matrix [K0] in Equation (1) from the floor number of the building 100 and the design data. Each is changed to a matrix element of a dimension calculated by the finite element method or the like.
The elements of each matrix are calculated in advance from the design data, and the database 16 is written in advance and stored in correspondence 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 the matrix, and sets the first analysis model of the building. One generation may be generated.

Then, the analysis model generation unit 10 changes (expands and changes) the dimensions of each element of the mass matrix [M0], the attenuation matrix [C0], and the stiffness matrix [K0] in the basic model in accordance with the floor number of the building 100. ) To obtain the mass matrix [MD], damping matrix [CD], and stiffness matrix [KD], and the vertical vectors of acceleration {x ″}, velocity {x ′}, and displacement {x} according to the rank Extend the number of elements in a vector. Then, the analysis model generation unit 10 includes the obtained mass matrix [MD], damping matrix [CD], stiffness matrix [KD], acceleration {x ″}, velocity {x ′}, and displacement {x}. Using the vector, the equation (1) is changed to the following (2) to generate the first generation analysis model of the building 100 to be analyzed.
[MD] {x ″} + [CD] {x ′} + [KD] {x} = − [MD] y0 ″ (2)
In this equation (2), x ″ represents the acceleration of the earthquake (acceleration in a direction parallel to the ground surface), x ′ represents the velocity, and x represents the displacement. The acceleration {x ″}, the velocity {x ′}, and the displacement {x ′} are configured as response values with the respective floors as mass points, as already described.

Then, the analysis model generation unit 10 writes and stores the generated analysis model of the expression (2) in the database 16 in association with the building 100 (corresponding to identification information for identifying the building 100).
The response analysis simulation unit 11 reads the equation (2) corresponding to the building 100 to be subjected to the earthquake resistance evaluation from the database 16, and the acceleration y0 ′ that is acceleration data supplied from the acceleration sensor S0 to the equation (2). '(Acceleration value detected by acceleration sensor S0 installed at the bottom layer of building 100), acceleration {x''}, velocity {x'}, displacement {x ', which is a column vector on each floor as a mass point } Each response value of} is obtained (response analysis simulation is performed).

  In other words, the response analysis simulation unit 11 substitutes the acceleration y0 ″ for the equation of motion (2) at each fine time interval Δt, so that the acceleration {x ″}, the velocity {x ′}, which is a column vector, Each of the displacements {x ′} is calculated.

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

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

The error data calculation unit 12 calculates the differences Δa0, Δak between the accelerations y0 ″, yk ″, ym ″ and the accelerations x0 ″, xk ″, xm ″ at the same time. And Δam.
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 ′.
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, a sum of error values of respective elements indicated by an error matrix {E} = {(Δa02 + Δak2 + Δam2) 1/2 (Δv02 + Δvk2 + Δvm2) 1/2 (Δd02 + Δdk2 + Δdm2) 1/2}. When the error E exceeds a preset determination threshold, control information instructing 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 instructing adjustment of each element of the matrix described above, the analysis model changing unit 14 receives the matrix (mass matrix [MD], attenuation matrix [CD], and stiffness matrix) [KD]) is changed. For example, the analysis model changing unit 14 changes all elements according to a preset change rate, and determines the elements of the matrix in which the error E is equal to or less than the determination value in the round robin. At this time, the response analysis simulation unit 11 executes a response analysis simulation every time an element of each matrix is changed. The analysis model changing unit 14 performs a process of changing the elements of each matrix every time control information instructing the change of the elements of each matrix of the analysis model is supplied from the error data calculating unit 12. Here, the change rate of each element may be adjusted according to the magnitude of the error value E.

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

Moreover, the round robin in this embodiment is an example. Another algorithm may be used as an algorithm for reducing the error E performed by the analysis model changing unit 14. For example, a genetic algorithm (GA), local search, or simulated annealing (SA) may be used.
Also, for example, the elements of only the matrix of response values (acceleration, velocity, displacement) of a large error value are adjusted by brute force, and the error value of the matrix of the minimum value adjusted here remains as the next error value. An algorithm that adjusts 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 mass point position (that is, for each floor corresponding to the mass point).
Further, when the mass point model is used, the damage location estimation unit 15 uses at least the maximum layer shear force and the maximum interlayer deformation angle based on the acceleration, speed, and displacement obtained from the dynamic elastic-plastic analysis in the above-described equation (3). One is derived. Further, in the case of using a three-dimensional framework model, the damage location estimation unit 15 uses the members of the building 100 (in addition to the acceleration {x ″}, the velocity {x ′}, the displacement {x} obtained from the dynamic elastic-plastic analysis) The stress and deformation applied to the pillars, beams, walls, braces, etc.) are obtained simultaneously, and the damage state in the building 100 is derived. Here, the damage location estimation unit 15 calculates the deformation amount of each member from a geometric condition such as a preset position from the displacement {x} of the column vector that is the displacement vector. And the damage location estimation part 15 calculates | requires stress via rigidity matrix [KT] based on the calculated deformation amount.

When the mass point model is used for the response analysis simulation, the damage location estimation unit 15 performs static elasto-plastic analysis in the three-dimensional frame model of the building 100 using at least one of the maximum layer shear force and the maximum interlayer deformation angle. The damage state is estimated for each member (column, beam, wall, brace, etc.) used in the building 100. Here, the damage location estimation unit 15 is set in advance according to the degree (level) of the obtained stress from the relationship between the stress and deformation of each member created in the analysis model in advance. The damage state corresponding to the stress is output for each member.
Here, in correspondence with the damage state of each member, the numerical value of at least one of the maximum layer shear force and the maximum interlayer deformation angle that becomes the damage state is set as a threshold, and the database 16 is previously stored for each member of each floor in units of buildings. Write and store as a table.
And the damage location estimation part 15 respond | corresponds to the numerical value of at least one of the derived | led-out maximum layer shear force and the largest interlayer deformation angle, and calculates | requires and outputs each damage state of each member for every floor from the table mentioned above.
In the database 16, equations (2) and (3) as analysis models are written and stored, and response values calculated by the analysis model, acceleration data supplied from the acceleration sensor, and the like are written for each building 100. Remembered.
In the database 16, design books and design data are written and stored in advance for each building 100.

Next, operation | movement of the building earthquake resistance evaluation system by the 1st Embodiment of this invention is demonstrated using FIG. FIG. 2 is a flowchart showing an example of an operation for obtaining response values in each part of the building 100 in the building earthquake resistance evaluation system according to the first embodiment.
Step S1:
The analysis model generation unit 10 reads the design data of the building 100 and the basic model (1) expression for generating the analysis model from the database 16 in order to generate an analysis model of the building 100.
Then, the analysis model generation unit 10 obtains each element of the mass matrix [M0], the attenuation matrix [C0], and the stiffness matrix [K0] in the equation (1) from the read design data, and obtains the mass matrix [MD], Each element of the damping matrix [CD] and the stiffness matrix [KD] is obtained.
Further, the analysis model generation unit 10 converts the column vector elements of the acceleration {x ″}, the velocity {x ′}, and the displacement {x} of equation (1) into the rank from the rank of the building 100 in the read design data. Expand to accommodate.
As a result, the analysis model generation unit 10 includes the expanded mass matrix [MD], damping matrix [CD] and stiffness matrix [KD], acceleration {x ″}, velocity {x ′}, and displacement {x}. Formula (2), which is an initial model (first generation model) of the analysis model based on the design data of the building 100, is generated from the column vector.

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

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 an acceleration threshold value set in advance for the building 100 from the database 16. Each of the acceleration sensors S0, Sk and Sm is subjected to building earthquake resistance evaluation via the information communication network I using the detected acceleration value as acceleration data when an acceleration value that can be detected (more than detection sensitivity) is applied. 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 case of an earthquake, the ground on which the building 100 is installed is shaken, and a shaking force that applies acceleration to the lowermost part of the building 100 is applied. Therefore, in the initial stage, the acceleration sensor S0 is connected to the other acceleration sensors Sk and An acceleration value higher than Sm is detected. For this reason, in the present embodiment, the acceleration value of the acceleration sensor S0 is used as a parameter for determining whether to perform a response analysis simulation. In other words, when the detection sensitivity of the acceleration sensors S0, Sk, and Sm is the same, even if acceleration data is supplied from the acceleration sensors Sk and Sm, the building 100 is not shaking but a wind or car traveling. This is because it is considered that the vibration is caused by the fine movement based on the natural vibration of the building 100 caused by the vibration.

At this time, if the acceleration value is greater than or equal to the acceleration threshold, the response analysis simulation unit 11 proceeds to step S3. If the acceleration value is less than the acceleration threshold, the response analysis simulation unit 11 repeats the process of step S2.
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 every time acceleration data is supplied from the acceleration sensor S0 without performing the process of step S2. Alternatively, the response analysis simulation of the building 100 may be performed.

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

Then, the response analysis simulation unit 11 associates the acceleration {x ″}, speed {x ′}, and displacement {x} calculated in time series with the building 100 in the order calculated. Write and store.
At this time, the transmission / reception unit 13 reads the acceleration sensor S0 in time series and uses acceleration data yk ″, ym ″ supplied in time series from each of the acceleration sensors Sk and Sm together with the acceleration data used as the acceleration y0 ″. Each is written and stored in the database 16 in the order supplied from the acceleration sensors S0, Sk, and Sm. At this time, each of the speeds y0 ′, yk ′, ym ′ is written in the database 16 so that the order of the acceleration {x ″}, the speed {x ′}, and the displacement {x} corresponds to each other. It is remembered. Further, the transmission / reception unit 13 reads acceleration data supplied from each of the acceleration sensors S0, Sk, and Sm at the same timing.

Moreover, the response analysis simulation part 11 writes the response value calculated | required in time series in the database 16, and makes it memorize | store it corresponding to the building 100. FIG.
And the response analysis simulation part 11 will complete | finish the simulation of the response analysis with respect to the building 100, if the acceleration value of the acceleration data supplied from acceleration sensor S0 becomes below an acceleration threshold value. Alternatively, the response analysis simulation unit 11 may be configured to set a time range of acceleration data in advance and perform a response analysis simulation in the set time range without depending on the acceleration value.
After completion of the response analysis simulation, the response analysis simulation unit 11 adds an end signal indicating that the response analysis simulation for the building 100 is completed to the error data calculation unit 12 by adding information for identifying the building 100. 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 acceleration y0 ″, yk ″, ym ′ of the building 100 from the database 16 according to the time series. Each of 'is read out and sequentially integrated in the order of reading out, and speeds y0', yk ', ym' are obtained, respectively.
Then, the error data calculation unit 12 writes and stores the obtained velocities y0 ′, yk ′, ym ′ in the database 16 in association with the building 100 in time series. At this time, the speeds y0 ′, yk ′, ym ′ and the accelerations y0 ″, yk ″, ym ″ are written and stored in the database 16 so that the orders correspond to each other.

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

Next, the error data calculation unit 12 determines the accelerations y0 ″, yk ″, ym ″ and the corresponding accelerations y0 ″, yk ″, ym ″ to the accelerations x0 ″, xk at the positions of the mass points. ″, Xm ″ are read from the database 16.
Then, the error data calculation unit 12 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 calculates 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 (Δa02 + Δak2 + Δam2) 1/2 + (Δv02 + Δvk2 + Δvm2) 1/2 + (Δd02 + Δdk2 + Δdm2) 1/2 to calculate the error E.
Here, the error data calculation unit 12 corresponds to all of the acceleration data written in time series in the database 16 in the event of the earthquake, and was actually obtained from each of the acceleration sensors S0, Sk, and Sm. The error E is obtained from the acceleration, speed, and displacement, and the acceleration, speed, and displacement obtained by 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 predetermined 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 each element of the mass matrix, the attenuation matrix, and the stiffness matrix that are 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, in the case of the element change process in the first mass matrix, attenuation matrix, and stiffness matrix of the loop in the flowchart, the error data calculation unit 12 includes the mass matrix [MD], the attenuation matrix [CD], and the stiffness matrix [KD]. 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 expression (2) is changed, and the expression (3) Are the elements of the mass matrix [MT], damping matrix [CT], and stiffness matrix [KT].

  Further, the error data calculation unit 12 performs the mass matrix [MT], the attenuation matrix [CT], and the stiffness matrix [KT] in the process of changing the elements in the mass matrix, the attenuation matrix, and the stiffness matrix after the second loop in the flowchart. Is output to the analysis model changing unit 14. That is, in the first-time matrix changing process of the loop in the flowchart, each element of the mass matrix [MT], attenuation matrix [CT], and stiffness matrix [KT] in the equation (3) is updated.

On the other hand, when the extracted error E is equal to or less than the determination threshold value, the error data calculation unit 12 estimates the damaged portion as 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. The data is output to the unit 15, and the process proceeds to step S7.
In addition, the error data calculation unit 12 uses the database 16 to indicate the acceleration {x ″}, the velocity {x ′}, and the displacement {x}, which are response values obtained in time series, together with the identification information indicating the building 100 and the earthquake. Are sequentially written and stored.
In this case, the error data calculation unit 12 determines that the analysis model calculates a response value with a predetermined accuracy based on each element of the mass matrix [MD], the attenuation 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 is supplied with control information indicating element changes in the mass matrix, the attenuation matrix, and the stiffness matrix.
As already described, the analysis model change unit 14 reads the analysis model of the expression (2) from the database 16 in the case of the first change process of the loop in the flowchart. Then, the analysis model changing unit 14 changes each element of the mass matrix [MD], the attenuation matrix [CD], and the stiffness matrix [KD] by a preset algorithm, and the mass matrix [MT] and the attenuation 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 change processing after the second loop in the flowchart. Then, the analysis model change unit 14 changes each element of the mass matrix [MT], the attenuation matrix [CT], and the stiffness matrix [KT] by a preset algorithm, and updates the expression (3) of the analysis model. The updated expression (3) is written and stored in the database 16.
Here, the preset algorithm indicates an algorithm in which a selection method of an element to be changed in the matrix, a change rate of the selected element, and the like are defined in each of the mass matrix, the attenuation matrix, and the stiffness matrix. 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 damage location estimation unit 15 receives the response value (acceleration {x ″}, acceleration response corresponding to the building 100 and the earthquake corresponding to the database 16 from the database 16). Read speed {x '} and displacement {x}).
And the damage location estimation part 15 is based on the read response value, and when a mass point type | system | group model is used for response analysis simulation, for example, between the mass points of the analysis model of the building 100, ie, acceleration x '' of the layer of the building 100, Based on the velocity x ′ and the displacement x, the maximum layer shear force and the maximum interlayer displacement angle in each floor of the building 100 are calculated.

Next, the damage location 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. In addition, when a three-dimensional frame model is used for the response analysis simulation, it is possible to estimate the damage state of the member or the like simultaneously with the response analysis.
This building structure information includes information on the structure type of the building 100 to be analyzed, the building use, the number of building floors, the total floor area, the building area, and non-structural members (partition walls, non-structural floors, Information on each of the ceiling, exterior (outer wall finish, sash), equipment, equipment piping, and the like is included.

When the mass point model is used for the response analysis simulation, the damage location estimation unit 15 estimates damage at each node as a result of the static elasticity analysis, that is, the individual columns, beams, walls, braces of the building 100. And the damage state (damage level) of the damaged portion is estimated.
In addition, the damage location estimation unit 15 displays the damage location of each element of the obtained building 100 and the damage state of the damage location 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 part estimation unit 15 displays a color corresponding to the damaged state of the part on the display unit 17 for each damaged part of the building 100. , Notify the operator of visual damage information.
Moreover, the damage location estimation part 15 transmits the damage location of the obtained building 100, and the damage state of the damage location to the terminal etc. which were provided in the management center of the building 100 as damage information.
As a result, even at the terminal of the management center, the damaged part of the building 100 and the damaged state of the part 100 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 book of the building 100 is sequentially changed from the initial model in accordance with the change over time, and the acceleration of the earthquake is determined by the analysis model closest to the current state. It becomes possible to analyze the response value at each mass point.
In other words, the analysis model generated from the design document shows the state of the building only, but when used as an office, the weight of equipment such as desks, chairs, furniture, copy machines, and humans who work there Therefore, the elements of the mass matrix and the attenuation matrix in the initial model of the analysis model created in the design book are different. Furthermore, when the tenant changes, the mass matrix and the attenuation matrix are changed. In addition, the rigidity of the members of the building 100 deteriorates due to the change with time, and the elements of the rigidity matrix and the attenuation matrix also change.
Therefore, according to the present embodiment, every time an earthquake occurs, the response model is changed to the analysis model corresponding to the state of the building 100 at that time, and the response analysis for each mass point of the building 100 is performed. It is possible to estimate the damaged part based on the damage and the damage state of the part with high accuracy.

<Second Embodiment>
The building earthquake resistance evaluation system according to the second embodiment of the present invention will be described below with reference to the drawings. FIG. 3 is a conceptual diagram showing a configuration example of a building seismic evaluation system according to the second embodiment of the present invention and an arrangement example of acceleration sensors provided in an evaluation target building. In FIG. 3, the same components as those in FIG. 1 in the first embodiment are denoted by the same reference numerals, and the description thereof is omitted.
The building earthquake 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. The display unit 17 and the 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 obtains a transfer function from acceleration data of microtremors and updates 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 those 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 attenuation matrix [CD], and the stiffness matrix [ KD], and further a process of changing to a mass matrix [MT], a damping matrix [CT], and a stiffness matrix [KT].
Here, microvibration means that the human body feels vibration sources such as wind, traffic vibration, waves, vibrations in the deep earth, and human movement in buildings, even in a normal state regardless of an earthquake. It means a vibration with a very small amplitude that is impossible.

The transfer function calculation unit 18 includes each element of the mass matrix, the attenuation matrix, and the mass matrix so as to correspond to the current state of the building 100 in a state where 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 for identifying each element of the mass matrix, the attenuation matrix, and the mass matrix by the normal vibration performed by the transfer function calculation unit 18. The transfer function calculation unit 18 performs the processing of the flowchart described below for each period.
Step S21:
The transfer function calculator 18 writes and stores the acceleration data supplied from each of the acceleration sensors S0, Sk, and Sm in the database 16 in time series within a certain time.
Then, when the recording of the acceleration data supplied from each of the acceleration sensors S0, Sk, and Sm within a certain time is completed, the transfer function calculation unit 18 advances the process to step S22.

Step S22:
Next, the transfer function calculation unit 18 performs acceleration values (accelerations y0 ″, ym ′) of constant tremor between two acceleration sensors provided at different mass points of the building, for example, the acceleration sensor S0 and the acceleration sensor Sm. The time-series records of ') are sequentially read from the database 16.
Then, the transfer function calculation unit 18 determines the transfer characteristics of the building 100 from the response waveform of the building obtained by the time-series change of the readout acceleration value, for example, the transfer function (response to the applied acceleration value) shown in the following equation (4). Acceleration value ratio).
y ″ + 2hω · y ′ + ω2 · y (4)
In this equation (4), ω (= 2π / T) is an angular frequency, and h is a damping constant. Further, in the angular frequency ω of the equation (4), T is a natural period of vibration.
Here, when two acceleration sensors are used when obtaining the transfer function, an acceleration sensor provided at a distant position in the building 100, that is, the acceleration sensors S0 and Sm, is used to obtain a transfer function corresponding to the building 100. It can be determined with higher accuracy.

Step S23:
Next, the transfer function calculation unit 18 best represents the transfer characteristics of the building estimated from the acceleration value due to microtremors sequentially read from the database 16, and vibration parameters (damping constant h, natural period T) in 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 by the least square method with respect to the transfer function obtained in step S22.
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 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 stiffness matrix [KT] as shown in each of the following formulas (5) and (6).
[MT] = α [MD] (5)
[KT] = β [KD] (6)
Then, the transfer function calculation unit 18 solves the following expressions (7) and (8) so that the fixed period TT and the attenuation constant hT are closest to the natural period T and the attenuation constant h (5 ) To identify the coefficient α and the coefficient β in (6).
| (−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) by the attenuation constant hT to be obtained. In the equation (9), 1ω represents the primary circular frequency.
hT = (1/2) · ((a0 / 1ω) + (a1 · 1ω)) (9)

Next, operation | movement of the building earthquake resistance evaluation system by the 2nd Embodiment of this invention is demonstrated using FIG. FIG. 5 is a flowchart showing an example of an operation for obtaining response values 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 “identification process of coefficient of analysis model by transfer function” in step S1B is added to the flowchart of FIG. 2 in the first embodiment. This step S1B is a process of updating the mass matrix, the damping matrix, and the stiffness matrix due to the microvibration, which is shown in the flowchart of FIG. The other processes from step S1 to step S7 are the same as those in the first embodiment, and thus description thereof is omitted. Further, when the mass matrix [MD], the attenuation matrix [CD], and the stiffness matrix [KD] cannot obtain the acceleration value y0 ″ exceeding the preset acceleration threshold value by the process of step S1B, step S2 By the change process up to the second time of the loop that passes through, the mass matrix [MT], the damping matrix [CT], and the stiffness metric [KT] are updated by step S3. Therefore, equation (3) is used for calculation of 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, and Sm via the transmission / reception unit 13 every predetermined period, and receives the mass matrix, the attenuation matrix, and the stiffness matrix. The process which updates each element of is performed.
Thus, according to the present embodiment, even if only y0 '' having no accuracy for obtaining a response value in the analysis model is obtained due to an earthquake, the mass matrix, the attenuation matrix, and the stiffness matrix in the analysis model are obtained. Since it becomes possible to periodically update the element corresponding to the state of the building 100 at that time, the number of loops for adjusting the mass matrix, the attenuation matrix, and the stiffness matrix in the first embodiment is reduced. Can do.

  The program for realizing the building earthquake resistance evaluation system in FIGS. 1 and 3 is recorded on a computer-readable recording medium, and the program recorded on the recording medium is read into the computer system and executed. Processing operations for evaluating the earthquake resistance of a building (estimating damage caused by an earthquake, etc.) may be performed. Here, the “computer system” includes an OS and hardware such as peripheral devices. The “computer system” includes a WWW system having a homepage providing environment (or display environment). The “computer-readable recording medium” refers to a storage device such as a flexible medium, a magneto-optical disk, a portable medium such as a ROM and a CD-ROM, and a hard disk incorporated in a computer system. Further, the “computer-readable recording medium” refers to a volatile memory (RAM) in a computer system that becomes 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 holding programs for a certain period of time are also included.

  The program may be transmitted from a computer system storing 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. The program may be for realizing a part of the functions described above. Furthermore, what can implement | achieve the function mentioned above in combination with the program already recorded on the computer system, and what is called a difference file (difference program) may be sufficient.

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

Claims (7)

A detection unit for detecting vibrations at different heights of the building,
A vibration parameter deriving unit for deriving a vibration parameter indicating a transfer characteristic of the vibration of the building from the vibration detected by the detection unit;
An analysis processing unit that analyzes the vibration detected by the detection unit for each position of the analysis target of the building;
Based on an analysis result for each position of the building analysis target of the vibration of the building, a damage location estimation unit that estimates a damage situation of the building;
With
The vibration parameter derivation unit includes:
Based on the vibration data of the first period in which the vibration detected by the detection unit does not include a vibration having a magnitude greater than or equal to a predetermined value, the vibration parameter of the building is derived,
The analysis processing unit
Analyzing the conditions determined based on the derived vibration parameters, with the vibration data of the second period in which the vibration detected by the detection unit includes vibrations of a magnitude greater than or equal to the predetermined value as the object of analysis To obtain the displacement or deformation amount of the position of the analysis target of the building,
Building earthquake resistance evaluation system. The vibration parameter derivation unit includes:
Deriving the vibration parameters from the fine movement detected by the detection unit,
The building earthquake resistance evaluation system according to claim 1. The vibration parameter derivation unit includes:
Deriving the vibration parameters including the natural period or damping constant of the building;
The building earthquake resistance evaluation system according to claim 1 or 2. The analysis processing unit
The condition determined by the arithmetic expression based on the derived vibration parameter is used for the analysis process.
The building earthquake resistance evaluation system according to any one of claims 1 to 3. The determined condition is a condition derived based on an analysis model corresponding to the state of the building.
The building earthquake resistance evaluation system according to any one of claims 1 to 4. The analysis processing unit
Based on the vibration detected by the detection unit, approximate the transfer characteristics of the building,
The building earthquake resistance evaluation system according to any one of claims 1 to 5. A detection unit for detecting vibrations at different heights of the building,
A vibration parameter deriving step for deriving a vibration parameter indicating a transfer characteristic of the vibration of the building from the vibration detected by the detection unit;
An analysis processing step for analyzing the vibration detected by the detection unit for each position of the analysis target of the building;
Estimating the damage status of the building based on the analysis result for each position of the building analysis target of the vibration of the building;
Including
In the vibration parameter deriving step, the vibration parameter of the building is derived based on the vibration data of the first period in which the vibration detected by the detection unit does not include a vibration having a magnitude greater than or equal to a predetermined value.
In the analysis processing step, the vibration data of the second period in which the vibration detected by the detection unit includes a vibration having a magnitude greater than or equal to the predetermined value is analyzed and determined based on the derived vibration parameter. Using the conditions to be analyzed in the analysis process, to obtain the displacement or deformation of the position of the analysis target of the building,
Building earthquake resistance evaluation method.

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