JP2016017846A - Structure safety verification system, and method and program for structure safety verification - Google Patents

Abstract

PROBLEM TO BE SOLVED: To estimate a degree of damage due to external force applied to a structure.SOLUTION: The structure safety verification system includes a sensor provided in a structure formed by a plurality of layers, the sensor measuring vibrations of the layers, the structure safety verification system being provided with: an interlayer displacement measurement unit that obtains interlayer displacement of each layer from measurement data of the sensor according to at least either of information on a wind force value in the vicinity of the structure and information for predicting arrival of an earthquake that would impart vibrations to the structure; a characteristic period measurement unit that obtains a characteristic period of microtremors of the structure from a fine vibration sensor that measures fine vibrations of an outermost layer of the structure or a layer in the vicinity of the outermost layer; and a structure safety evaluation unit that evaluates soundness of the structure on the basis of the interlayer displacement obtained by the interlayer displacement measurement unit and the characteristic period obtained by the characteristic period measurement unit.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a structure safety verification system, a structure safety verification method, and a program.

In recent years, there has been an increasing interest in the earthquake resistance of structures (buildings) against earthquakes. For this reason, the soundness of structures during earthquakes may be monitored by providing measurement means for measuring information related to deformation of structures such as accelerometers, strain gauges, and displacement gauges.
The data measured by these measuring means is sent to a data monitoring room or the like away from the site and collected by a data analysis computer or the like. The data analysis computer calculates the interlaminar deformation of this structure (building) and compares it with the set value to determine whether the structure is damaged, and is used for soundness assessment and safety confirmation after the earthquake (For example, refer to Patent Document 1).

In addition, a method of determining damage to a structure (building) caused by an external force such as an earthquake or a strong wind or aged deterioration of a structural material based on constant microtremor measurement is also used (see, for example, Patent Document 2). Here, in Patent Document 2, the natural frequency at the time of soundness and the natural frequency at the time of evaluation are compared for each order of the vibration characteristics, and the order of the vibration characteristics is clarified. Therefore, it is determined which part of the structure is damaged based on the relationship between the natural frequency and the natural mode.
As described above, an external force such as an earthquake or a strong wind may cause vibration to the structure and damage the structure (building). Furthermore, it is known that even if the vibration is not large enough to damage the structure (building), it becomes a factor that reduces the habitability.

JP 2008-281435 A JP 2010-276518 A

  However, in the above-mentioned Patent Document 1, it is not actually known whether or not the completed structure (building) is constructed with the strength as designed. That is, even if the design standard value set at the time of design, for example, the design standard value at which the strength of the concrete beam struck at the time of construction is 1/100 of the interlayer deformation causes damage to the beam, However, there is a case where the strength is such that damage is caused by interlayer deformation 2/100. In this case, even if a deformation of 1/100 occurs in an earthquake, it is strictly unknown whether the concrete beam is damaged or not, and there is a possibility that the concrete beam is not damaged.

  In Patent Document 2, the natural frequency of a structure (building) when healthy and the natural frequency at the time of evaluation are compared for each order of the vibration characteristics, and the vibration characteristic in which the numerical value of the natural frequency is reduced. Is used to determine the occurrence of damage. However, the natural frequency changes not only due to damage to the structural casing that supports the structure but also due to damage to non-structural members such as miscellaneous walls and ceilings that are not the structural casing. For this reason, it is difficult to determine how much the structural housing or non-structural member (such as a miscellaneous wall or ceiling) has been damaged, and it is difficult to determine the continued use of the structure.

  The present invention has been made in view of such circumstances, and it is an object of the present invention to provide a structure safety verification system, a structure safety verification method, and a program for estimating the degree of damage caused by an external force applied to a structure. I will.

  In order to solve the above-described problem, according to one embodiment of the present invention, a sensor that measures vibration of the layer of the structure including a plurality of layers is provided in the structure, and information on the wind force value in the vicinity of the structure is provided. And an interlayer displacement measuring unit for obtaining an interlayer displacement of each layer from the measurement data of the sensor according to at least one of information that predicts the arrival of an earthquake that vibrates the structure, and an uppermost layer of the structure Alternatively, from the micro vibration sensor that measures the micro vibration of the layer in the vicinity of the uppermost layer, the natural period measuring unit that obtains the natural period of the constant tremor of the structure, the interlayer displacement obtained by the interlayer displacement measuring unit, and the natural displacement A structure safety verification system comprising: a structure safety evaluation unit that evaluates the soundness of the structure based on the natural period obtained by a period measurement unit.

  The structural safety verification system according to one aspect of the present invention includes a measurement control unit that detects the arrival of wind that gives vibration to the structure, and the structural safety evaluation unit maximizes the arrival of the wind. It is detected according to the magnitude of the instantaneous wind speed, and the soundness of the structure is evaluated.

  The structure safety verification system according to one aspect of the present invention includes a wind power detection unit that detects an instantaneous wind speed near the structure and outputs information of the wind force value, and the structure safety evaluation unit Is characterized in that the soundness of the structure is evaluated according to the magnitude of the maximum instantaneous wind speed extracted from the detected instantaneous wind speed.

  Further, in the structure safety verification system according to one aspect of the present invention, the measurement control unit acquires information for predicting the arrival of an earthquake that gives vibration to the structure, and the sensor receives the acquired arrival of the earthquake. The vibration of the layer of the structure is measured according to the magnitude of the seismic intensity indicated by the information for predicting.

  Further, in the structure safety verification system according to one aspect of the present invention, the structure safety evaluation unit determines whether the interlayer displacement exceeds a preset interlayer displacement threshold or not. In addition, the soundness of the structure is evaluated by a combination with a second determination result for determining whether or not the natural period exceeds a preset natural period threshold value.

  Further, in the structural safety verification system of one aspect of the present invention, the structural safety verification system further includes an inclination angle measurement unit that is disposed in the uppermost layer of the structure or in the vicinity of the uppermost layer, and measures an inclination angle of the structure. The physical safety evaluation unit evaluates the soundness of the structure based on the interlayer displacement, the natural period, and the inclination angle.

  According to another aspect of the present invention, in the structure safety verification system, the structure safety evaluation unit determines whether the interlayer displacement exceeds a preset interlayer displacement threshold value. A determination result, a second determination result that determines whether or not the natural period exceeds a preset natural period threshold value, and a third that determines whether or not the tilt angle exceeds a preset tilt angle threshold value The soundness of the structure is evaluated by a combination with the determination result.

  Moreover, one aspect of the present invention is characterized in that, in the structure safety verification system, the base isolation characteristics of the base isolation structure in the structure are adjusted based on an evaluation result of the structure safety evaluation unit. And

  Further, according to one embodiment of the present invention, a sensor that measures vibration of the layer of the structure including a plurality of layers is provided in the structure, and the wind force information in the vicinity of the structure and the vibration are applied to the structure. A step in which an inter-layer displacement measuring unit obtains an inter-layer displacement of each layer from measurement data of the sensor in accordance with at least one of information that predicts the arrival of an earthquake, and the uppermost layer of the structure or the vicinity of the uppermost layer The natural period measuring unit obtains the natural period of microtremors of the structure from the micro vibration sensor that measures the micro vibrations of the layer, the interlayer displacement obtained by the interlayer displacement measuring part, and the natural period measuring part And a step of evaluating the soundness of the structure based on the natural period obtained by the method.

  Further, according to one aspect of the present invention, there is provided a computer for a structure safety verification system that evaluates the safety of a structure including a plurality of layers. Provided in the structure, and based on at least one of the information on the wind power value in the vicinity of the structure and the information for predicting the arrival of an earthquake that vibrates the structure, from the measurement data of the sensor, From the step of the interlayer displacement measurement unit obtaining the interlayer displacement, and the microvibration sensor that measures the microvibration of the uppermost layer of the structure or a layer near the uppermost layer, the natural period of the microtremor of the structure is the natural period measurement unit. And the step of evaluating the soundness of the structure based on the interlayer displacement obtained by the interlayer displacement measuring unit and the natural period obtained by the natural period measuring unit. Is a program.

  As described above, according to the present invention, it is possible to provide a structure safety verification system, a structure safety verification method, and a program for estimating the degree of damage due to external force applied to a structure.

It is a conceptual diagram showing the structure by which the structural example of the structure safety verification system by the 1st Embodiment of this invention and the acceleration sensor and micro-vibration sensor which were provided in the structure of evaluation object were connected. It is a figure which shows the change of the natural period of a structure. It is a figure which shows the structure of the determination table memorize | stored in the database 14 of FIG. It is a figure which shows the structural example of the determination result table memorize | stored in the database. It is a flowchart which shows the flow of the process which verifies the safety | security of the structure of the structure safety verification system 1 by this embodiment. It is a flowchart which shows the flow of the process which verifies the safety of the structure at the time of an earthquake by the structure safety verification system 1 by this embodiment. It is a flowchart which shows the flow of the process which verifies the safety | security of the structure at the time of a stronger wind of the structure safety verification system 1 by this embodiment. It is a conceptual diagram showing the structure by which the structural example of the structure safety verification system by the 2nd Embodiment of this invention and the acceleration sensor provided in the structure of evaluation object, the fine vibration sensor, and the inclination-angle sensor were connected. . It is a figure which shows the structural example of the combination of the parameter pattern in the determination table memorize | stored in the database 14 of FIG. It is a flowchart which shows the flow of the process which verifies the safety | security of the structure of the structure safety verification system 2 by this embodiment. A configuration example of a building safety verification system according to the third embodiment of the present invention and a configuration in which an acceleration sensor, a micro vibration sensor, an inclination angle sensor, and a seismic isolation control unit provided in a structure to be evaluated are connected. It is a conceptual diagram.

  The structure safety verification system of the present invention is provided with sensors for measuring vibrations of layers in each or several layers of a structure composed of a plurality of layers, and information on wind power values in the vicinity of the structure. And an interlaminar displacement measuring unit for obtaining interlaminar displacement of each layer provided with the sensor from the measurement data of the sensor in accordance with at least one of the information that predicts the arrival of an earthquake that gives vibration to the structure, A natural period measurement unit that measures fine vibrations of the uppermost layer of the structure or a layer in the vicinity of the uppermost layer is provided, and the natural period of the structure is measured from the fine movement of the structure by the natural period measurement unit. In the structural safety verification system according to the present invention, the structural safety evaluation unit checks the soundness of the structure by the interlayer displacement measured by the interlayer displacement measuring unit and the natural period measured by the natural period measuring unit. evaluate. As a result, the structural safety verification system of the present invention can detect structural damage caused by an external force applied to the structure based on the interphase displacement of the structure when the external force is applied and the difference between the natural periods before and after the external force is applied. It is possible to make a determination corresponding to whether or not the composite structure can be used continuously.

<First Embodiment>
Hereinafter, the structure safety verification 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 structure safety verification system according to a first embodiment of the present invention, and a configuration in which an acceleration sensor and a fine vibration sensor provided in a structure to be evaluated are connected. .
In FIG. 1, the structure safety verification system 1 detects each sensor from various sensors provided in the structure 100 via an information communication network including the Internet or a LAN provided in the structure. Data is provided. For example, an acceleration sensor is provided as a sensor that detects the vibration of each floor of the structure 100. Acceleration data is supplied from each of the acceleration sensors S ₀ to S _n (0 is the foundation, 1 to n is the number of floors of the structure) as earthquake vibration data. The acceleration sensor S ₀ is provided to measure the acceleration at the foundation portion of the structure, and the lowermost layer portion of the structure subject to seismic evaluation (for example, the ground below the first floor 100 ₁ when there is no underground) The ground acceleration applied to the foundation provided above is measured and output as acceleration data to the structure safety verification system 1 via the information communication network.

Also, each of the acceleration sensor S ₁ from S _n as the acceleration data by measuring an acceleration value applied from the first floor, respectively in its in n floors to structure security verification system 1 via the information communication network Is sending. Here, as shown in FIG. 1, the acceleration sensor is disposed on each floor of the structure. If the structure 100 of FIG. 1 is a structure of 6-story (buildings), on the first floor 100 _first acceleration sensor _{S 1} is arranged, the second floor 100 ₂ acceleration sensor _{S 2} is arranged on the third floor 100 ₃ an acceleration sensor _{S 3} is disposed, the acceleration sensor _{S 4} on the fourth floor 100 ₄ are arranged, the acceleration sensor _{S 5} is placed on the fifth floor 100 _5, the acceleration sensor _{S 6} is disposed on the sixth floor 100 _6, roof 100 _R the acceleration sensor S ₇ is arranged. In addition, an acceleration sensor S ₀ is disposed on the base portion 100 ₀ of the structure 100. A fine vibration sensor SB is disposed on the roof 100 _R of the structure 100. Further, the minute vibration sensor SB is without a roof 100 _R, may be disposed on the top floor of the rooftop 100 _R vicinity. Furthermore, the roof 100 _R of the structure 100, anemometer SW (wind detector) is disposed. Further, the anemometer SW is not be the roof 100 _R, may be disposed on the top floor of the rooftop 100 _R vicinity.

The structure safety verification system 1 includes an interlayer displacement measurement unit 11, a natural period measurement unit 12, a structure safety evaluation unit 13, and a database 14.
Interlayer displacement measuring unit 11, for example, the acceleration data supplied from each of the acceleration sensor _{S 6} from the acceleration sensor _{S 0} by integrating twice the acceleration direction from the base ₁₀₀ 0, 1F 100 ₁ to n floor 100 _n And the difference in displacement between adjacent floors is calculated, and the interlayer displacement δ of each floor of the structure 100 is determined. At this time, the interlayer displacement measuring unit 11 extracts the maximum acceleration for each floor from the acceleration data in the earthquake supplied from each acceleration sensor, integrates the maximum acceleration twice, and obtains the distance. The displacement is taken every time. Further, the interlayer displacement measuring unit 11 divides each obtained interlayer displacement δ of each floor by the height of each floor to calculate an interlayer deformation angle Δ (radian) of each floor. Note that a method other than the method described in the present embodiment may be used as a method for obtaining the displacement from the acceleration data. Further, interlayer displacement measuring unit 11, for example, on the basis of the acceleration sensor S ₀ on acceleration data supplied from each of the acceleration sensor S _6, may be detected the arrival of seismic. The interlayer displacement measuring unit 11 detects the arrival of an earthquake and notifies the measurement control unit 16 of the detection result when detecting an acceleration in which the value of the acceleration data exceeds a predetermined threshold value.

The natural period measurement unit 12 performs frequency analysis of the minute vibration data supplied from the minute vibration sensor SB. Then, the natural period measurement unit 12 selects a frequency that becomes a peak (highest power spectrum value) in the power spectrum as a natural frequency (natural frequency), and outputs the period of the natural frequency as a natural period.
FIG. 2 is a diagram illustrating a change in the natural period of the structure. In FIG. 2, the vertical axis represents the natural period, and the horizontal axis represents time. The natural period corresponds to the rigidity of the structure, and becomes longer when the rigidity is low, and becomes shorter when the rigidity is high. That is, as shown in FIG. 2, members of a structural structure (such as a main structure or a framework of a building) or non-structural structures (miscellaneous walls, ceilings, etc.) due to a strong earthquake caused by an earthquake. Etc.), the rigidity of the structure is lowered, and the natural frequency is lowered. In the present embodiment, the interlayer deformation angle Δ and the natural period T are indicated by absolute values.
In addition to the above-described fine vibration sensor SB, another fine vibration sensor is provided in the lowermost layer of the structure, and the natural period measurement unit 12 uses the fine vibration sensor SB based on the minute vibration data of the other fine vibration sensor. The noise component superimposed on the micro-vibration data output from the above may be removed to obtain a more accurate natural frequency and to obtain a more accurate natural period.

The structure safety evaluation unit 13 determines the degree of damage to the structural frame based on the interlayer deformation angle Δ obtained by the interlayer displacement measurement unit 11 and the natural period of the structure obtained by the natural period measurement unit 12. That is, the structure safety evaluation unit 13 compares the interlayer deformation angle Δ with a preset design interlayer deformation angle (interlayer displacement threshold), and determines whether the interlayer deformation angle Δ exceeds the designed interlayer deformation angle. Judgment is made. At this time, the structure safety evaluation unit 13 compares the natural period T with the initial value of the natural period (for example, the natural period immediately after the construction of the structure or the natural period immediately before the occurrence of the earthquake). It is determined whether or not the natural period is equal to or less than the initial value.
Further, a margin of change over time may be added to the initial value of the natural period, a natural period threshold value may be generated instead of the initial value of the natural period, and the natural period threshold value and the natural period T may be compared. . Here, the initial value of the natural period <the natural period threshold value. The initial value or natural period threshold value of the natural period and the design interlayer deformation angle are stored in advance in the storage unit in the structure safety evaluation unit 13, and when the structure safety evaluation unit 13 makes a determination, It is read from the storage unit inside itself and used. Note that the determination based on the natural period is used for the purpose of determining the damage degree of the structure 100 caused by the earthquake as described above, and the damage degree of the structure 100 caused by other external factors. It is effective in determining For example, other external factors include strong winds.

  FIG. 3 is a diagram showing the configuration of the determination table stored in the database 14 of FIG. This determination table shows the determination result of the soundness of the structure by combining the comparison result of the interlayer deformation angle Δ and the design interlayer deformation angle with the comparison result of the natural period T and the initial value of the natural period. Design interlayer deformation angle is such that when an interlayer displacement exceeding this value occurs, the size of the structural housing member is damaged such as deformation (the state in which the structural structural member is not restored from the deformed state, including fracture) Is set to a size indicating the limit of plastic deformation. Hereinafter, the determination of the safety (soundness) of the structure corresponding to the parameter pattern indicating the determination pattern of the natural period T and the interlayer deformation angle Δ will be described.

-Parameter pattern A
If the interlaminar deformation angle Δ exceeds the designed interlaminar deformation angle, and it is judged that the natural period is longer and the rigidity is lower than the natural period threshold, the degree of building damage is shown below Is estimated as follows. As for the situation of the building, it is estimated that the damage to the structural frame is more than expected and the magnitude of the damage to the building is more than expected. As a result, the determination result is “an immediate investigation of building damage is necessary”.

・ Parameter pattern B
When the interlayer deformation angle Δ exceeds the designed interlayer deformation angle, on the other hand, if it is determined that the natural period T has no change compared to the natural period threshold and the rigidity is maintained, the degree of damage to the building is Estimated as shown below. Since there is no change in the natural period T, it can be assumed that the structural frame of the building was actually constructed as an interlayer deformation angle higher than the design interlayer deformation angle in the design, and that the damage is assumed to be less than expected even if the design interlayer deformation angle is exceeded. it can. As a result, the determination result is “can be used continuously, but must be used with caution”.

-Parameter pattern C
When the interlayer deformation angle Δ is equal to or smaller than the designed interlayer deformation angle, on the other hand, if it is determined that the natural period T is longer and the rigidity is lower than the natural period threshold, the degree of damage to the building is as follows: Estimated as shown. Although the natural period T is long, the inter-layer deformation angle Δ is less than or equal to the design inter-layer deformation, so that the non-structural enclosure of the building is damaged, not the structural enclosure, and the structural enclosure is assumed to be less than expected. Can do. As a result, the determination result is “can be used continuously, but must be used with caution”.

・ Parameter pattern D
When it is determined that the interlayer deformation angle Δ is equal to or smaller than the design interlayer deformation angle and the natural period T is not changed compared to the natural period threshold value and the rigidity is maintained, the degree of damage to the building is as follows. Estimated as shown. Since the interlayer deformation angle Δ is equal to or less than the design interlayer deformation and the natural period T does not change and the rigidity is maintained, neither the structural frame of the building nor the non-structural frame of the building is damaged. Damage can be estimated to be less than expected. As a result, the determination result is “continuous use is possible”.

  In the present embodiment, the building safety evaluation unit 13 performs the above-described determination for each floor using the natural period T of the building 100 and the interlayer deformation angle Δ of each floor as shown in FIG. Judgment is performed using a judgment table. Then, the building safety evaluation unit 13 writes and stores the determination result for each floor of the building 100 in the determination result table of the database 14. In this determination result table, building identification information for identifying each building is added to each building and written in the database. The building safety evaluation unit 13 performs the above-described determination based on the control of the measurement control unit 16.

The measurement control unit 16 detects an external factor that can cause the building 100 to generate a vibration that is larger than a predetermined magnitude, and each unit of the building safety verification system 1 functions according to the detection of the external factor. Make it possible.
For example, earthquakes and strong winds will be described as examples of factors that can cause the building 100 to generate vibrations larger than a predetermined magnitude. In the case of an earthquake, the measurement control unit 16 receives a report of information for predicting the arrival of the earthquake from the report server 9. For example, the notification of information for predicting the arrival of an earthquake is prediction information such as “emergency earthquake warning” that predicts that an earthquake will occur in a few seconds.

On the other hand, in the case of strong wind, the measurement control unit 16 receives the maximum instantaneous wind speed detected by the anemometer SW from the anemometer SW. The maximum instantaneous wind speed is the maximum value of the instantaneous wind speeds that are sequentially detected, and is suitable for detecting the timing at which strong winds have started to be generated from the “wind speed” calculated by time averaging. Since the building 100 is vibrated even with a single wind, it is more appropriate to use the “maximum instantaneous wind speed” in analyzing the vibration of the building 100. In the present embodiment, the “maximum instantaneous wind speed” is also used when determining the timing at which the strong wind state has converged.
In some cases, such as when there is no anemometer, the maximum instantaneous wind speed cannot be obtained from the actually measured wind. In such a case, the above-described method for detecting the timing when the strong wind starts to be generated using the maximum instantaneous wind speed of the actually measured wind may be replaced with the following method. For example, as in the case of using “Earthquake Early Warning”, the measurement control unit 16 receives notification of information such as a weather forecast from the notification server 9, and determines and determines the maximum instantaneous wind speed predicted from the notified information. The determination may be made using the maximum instantaneous wind speed.

  Thus, the measurement control unit 16 performs the safety evaluation of the building 100 by controlling the building safety evaluation unit 13 and verifying the state of the building 100 before and after the occurrence of vibration due to an external factor.

FIG. 4 is a diagram illustrating a configuration example of the determination result table stored in the database 14. In FIG. 4, for each floor of the building 100, the number of floors, the determination result, and the correspondence are described. Regarding correspondence, in this embodiment, for example, the emergency level of evacuation after an earthquake is set. This item is set by the user in a timely manner.
As in Figure 4, the first floor 100 ₁ is determined as "sustainable use", second floor 100 ₂ "but can continue using, it is necessary to use care" is determined, the second floor 100 ₃ " immediate investigation it is determined that there is need ", 4th floor 100 ₄ but is" capable of continuous use, it has been determined that it is necessary to use with caution ".

In this case, since the third floor 100 ₃ is found to be in a dangerous condition, for example, before the aftershocks come, it is necessary to condemn the floor of the human above the third floor 100 _3, the "emergency evacuation" as a correspondence. Because if human beings to evacuate is concentrated dangerous, than the "urgent investigation is necessary" is determined that the floor, the lower layer of the floor, in this case, of the second floor 100 ₂ and the first floor 100 ₁ man waits until it receives the evacuation order Corresponds to “wait for instructions”. The building safety evaluation unit 13 determines a correspondence to the determination result by a preset rule (a rule that associates a combination of patterns of the degree of damage on each floor and a correspondence to the combination), and the database 14 shows in FIG. It is written and stored in the corresponding column of the determination result table shown.
Although the above is an example of a determination result table used during an earthquake, a similar determination result table may be used for external factors such as during strong winds.

  Next, processing for verifying the building safety of the building safety verification system 1 according to the present embodiment will be described with reference to FIGS. 5A to 5C. FIG. 5A is a flowchart showing a flow of processing for verifying building safety by the building safety verification system 1 according to the present embodiment.

Step Sm1:
The measurement control unit 16 determines whether or not an earthquake has been detected. For example, in determining whether or not the arrival of an earthquake has been detected, whether or not the measurement control unit 16 has received notification of information for predicting the arrival of an earthquake from the notification server 9, or the acceleration sensor S by the interlayer displacement measurement unit 11. ₀ acceleration acceleration sensor S ₀ has been measured to be supplied from determines whether more than a predetermined seismic determination threshold.

Step Sm2:
When it determines with the arrival in an earthquake having been detected by determination in step Sm1 (step Sm1: Yes), the measurement control part 16 starts the process of the building safety evaluation mode at the time of an earthquake. The building safety evaluation unit 13 performs the processing in the building safety evaluation mode at the time of the earthquake, outputs the evaluation result, and finishes the structure safety evaluation processing.

Step Sm3:
On the other hand, when it is determined by the determination in step Sm1 that the arrival of an earthquake has not been detected (step Sm1: No), the measurement control unit 16 determines whether or not a strong wind has been detected.

Step Sm4:
If it is determined by the determination in step Sm3 that strong wind has been detected (step Sm3: Yes), the measurement control unit 16 starts processing in the building safety evaluation mode during strong wind. The building safety evaluation unit 13 performs the processing in the building safety evaluation mode during a strong wind, outputs the evaluation result, and finishes the structure safety evaluation processing.

  In the following, an example of more specific procedures of the processing in the building safety evaluation mode at the time of the earthquake and the processing in the building safety evaluation mode at the time of strong wind will be shown, and each will be described in order.

First, an example of processing in the building safety evaluation mode during an earthquake will be described.
FIG. 5B is a flowchart showing a flow of processing (building safety evaluation mode processing during an earthquake) for verifying building safety during an earthquake by the building safety verification system 1 according to the present embodiment. The building safety verification system 1 performs the operation of the flowchart of FIG. 5B for each floor after the earthquake occurs, and determines the safety for each floor of the building 100. If the building 100 is n story, a determination process in the flowchart in order from the first floor 100 ₁ to n floor 100 _n. When the measurement control unit 16 receives a notification of information to predict the arrival of earthquakes reporting server 9, or, an interlayer displacement measuring unit 11, an acceleration by the acceleration sensor S ₀ supplied from the acceleration sensor S ₀ is measured a predetermined If it is equal to or greater than the earthquake determination threshold, the following flowchart is executed as an earthquake occurrence.

Step S1:
Interlayer displacement measuring unit 11, the acceleration sensor S ₀ to be supplied to extract the acceleration from the acceleration data measured. Then, the interlayer displacement measuring unit 11 integrates the extracted acceleration twice to calculate the displacement of the base portion.

Step S2:
Interlayer displacement measuring unit 11 is supplied from the arrangement acceleration sensor _{S k} to the building 100 k floor _{100 k (1 ≦ k ≦ n} ), the acceleration measured in each of the acceleration sensor Sk, the acceleration sensor _{S 0} Extract acceleration. Then, the interlayer displacement measuring unit 11 integrates the extracted acceleration twice, calculates the displacement of each floor, calculates the difference between the displacements of adjacent floors, and calculates the interlayer displacement δ of each floor. Here, the first floor 100 _first interlayer displacement of the building 100 [delta] is obtained by subtracting the displacement of the foundation 100 ₀ from the first floor 100 ₁ of the displacement.

Step S3:
Interlayer displacement measuring unit 11, each of the interlayer displacement δ of the calculated k floor 100 _k, divided respectively by the height of the k floor 100 _k, calculates the story drift of k floor 100 _k delta.

Step S4:
Natural cycle measuring unit 12, from the micro-vibration sensor SB arranged on the roof 100 _R, with respect to the minute vibration data supplied after the earthquake, performs signal processing. That is, the natural period measurement unit 12 performs a Fourier analysis of the microvibration data, extracts a frequency having the highest power spectrum, and sets this frequency as the natural frequency. Then, the natural period measuring unit 12 obtains the period of the extracted natural frequency and sets this period as the natural period T.

Step S5:
Building safety evaluation unit 13 determines whether the damage degree of determination in all floors were made from the first floor 100 ₁ in a building 100 to n floor 100 _n.
At this time, the building safety evaluation unit 13 ends the process when the determination for all the floors in the building 100 is completed, and advances the process to step S4 when the determination for all the floors in the building 100 is not completed. .

Step S6:
The building safety evaluation unit 13 reads the interlayer deformation angle Δ of the floor for which the determination of the building 100 has not been completed from the interlayer displacement measurement unit 11, and the read inter-layer deformation angle Δ of the determination target k floor 100 _k and the design layer. A comparison is made with the deformation angle to determine whether the interlayer deformation angle Δ exceeds the design interlayer deformation angle (a first determination result is obtained). At this time, if the interlayer deformation angle Δ exceeds the design interlayer deformation angle, the building safety evaluation unit 13 advances the process to step S7, whereas if the interlayer deformation angle Δ does not exceed the design interlayer deformation angle, the building safety evaluation unit 13 To step S6.

Step S7:
The building safety evaluation unit 13 compares the natural period T supplied from the natural period measurement unit 12 with the natural period threshold value, and determines whether or not the natural period T is equal to or less than the natural period threshold value (second second). Find the judgment result). At this time, if the natural period T exceeds the natural period threshold, the building safety evaluation unit 13 proceeds to step S9. If the natural period T is equal to or less than the natural period threshold, the building safety evaluation unit 13 proceeds to step S10. Here, in the description, not the initial value of the natural period of the building 100 but a natural period threshold value with a margin for the initial value of the natural period is used.

Step S8:
The building safety evaluation unit 13 compares the natural period T supplied from the natural period measurement unit 12 with the natural period threshold value, and determines whether or not the natural period T is equal to or less than the natural period threshold value (second second). Find the judgment result). At this time, if the natural period T exceeds the natural period threshold, the building safety evaluation unit 13 proceeds to step S11. If the natural period T is equal to or less than the natural period threshold, the building safety evaluation unit 13 proceeds to step S12.

Step S9:
The building safety evaluation unit 13 refers to the determination table of the database 14, and the parameter pattern is in the state A when the interlayer deformation angle Δ exceeds the designed interlayer deformation angle and the natural period T exceeds the natural period threshold. Detect that.
Next, the building safety evaluation unit 13 determines that the parameter pattern is the determination of the state A “urgent investigation is necessary (A)” and the k-th floor 100 _k of the corresponding evaluation target in the determination result table of the database 14. Is written and stored in the determination result column, and the process proceeds to step S5.

Step S10:
The building safety evaluation unit 13 refers to the determination table of the database 14, and when the interlayer deformation angle Δ exceeds the designed interlayer deformation angle, and the natural period T is equal to or less than the natural period threshold, the parameter pattern is in the state B. Detect that.
Next, the building safety evaluation unit 13 corresponds to the determination result table of the database 14 that the parameter pattern is the determination of the state B, “continuous use is necessary but must be used with caution (B)”. The data is written and stored in the determination result column for the floor 100 _k , and the process proceeds to step S5.

Step S11:
The building safety evaluation unit 13 refers to the determination table of the database 14, and if the interlayer deformation angle Δ is less than or equal to the design interlayer deformation angle, and the natural period T is not less than or equal to the natural period threshold, the parameter pattern is in state C. Detect that.
Next, the building safety evaluation unit 13 corresponds to the determination result table of the database 14 that the parameter pattern is “state C can be used continuously but must be used with caution (C)”. The data is written and stored in the determination result column for the floor 100 _k , and the process proceeds to step S5.

Step S12:
The building safety evaluation unit 13 refers to the determination table of the database 14, and the parameter pattern is in the state D when the interlayer deformation angle Δ is equal to or smaller than the design interlayer deformation angle and the natural period T is equal to or smaller than the natural period threshold. Detect that.
Next, the building safety evaluation unit 13 writes “continuous use (D)” in which the parameter pattern is the determination of the state D in the determination result column of the corresponding k-th floor 100 _k in the determination result table of the database 14. And the process proceeds to step S5.

  By performing the above-described processing, the building safety verification system 1 according to the present embodiment allows the building 100 to have a combination of the natural period T of the building 100 and the interlayer deformation angle Δ of the k floor 100k in the building 100 when an earthquake arrives. Determine the degree of damage on each floor.

Next, an example of processing in the building safety evaluation mode during a strong wind will be described.
FIG. 5C is a flowchart showing a flow of processing (building safety evaluation mode processing during strong wind) for verifying building safety during strong wind by the building safety verification system 1 according to the present embodiment. After predicting the occurrence of strong wind, the building safety verification system 1 performs the operation of the flowchart of FIG. 5C for each floor and determines the safety for each floor of the building 100. If the building 100 is n-story, the determination process according to the flowchart is sequentially performed from the first floor 1001 to the n-th floor 100n. For example, when the maximum instantaneous wind speed detected by the anemometer SW is greater than or equal to a predetermined maximum wind force determination threshold value, the measurement control unit 16 predicts that further strong winds may be generated and executes the processing of the following flowchart.

Step Sa1:
The measurement control unit 16 extracts the maximum instantaneous wind speed detected by the anemometer SW for each predetermined period from the data detected by the anemometer SW for each predetermined period, and determines the value of the extracted maximum instantaneous wind speed. It is sent to the structure safety evaluation unit 13. The structure safety evaluation unit 13 stores the maximum instantaneous wind speed value as 14 in the database 14 as time-series information.

Step Sa2:
The interlayer displacement measuring unit 11 extracts the acceleration of the acceleration sensor S0 from the acceleration measured by each acceleration sensor Sk supplied from the acceleration sensor Sk arranged on the k-th floor 100k (1 ≦ k ≦ n) of the building 100. To do. Then, the interlayer displacement measuring unit 11 integrates the extracted acceleration twice, calculates the displacement of each floor, calculates the difference between the displacements of adjacent floors, and calculates the interlayer displacement δ of each floor. Here, the interlayer displacement δ of the first floor 1001 of the building 100 is obtained by subtracting the displacement of the foundation 1000 from the displacement of the first floor 1001.

Step Sa3:
The interlayer displacement measuring unit 11 divides each calculated interlayer displacement δ of the k-th floor 100k by the height of the k-th floor 100k to calculate an interlayer deformation angle Δ of the k-th floor 100k.

Step Sa13:
Here, the measurement control unit 16 determines whether or not the value of the maximum instantaneous wind speed detected by the anemometer SW is equal to or less than a predetermined maximum wind force determination stop threshold value (step Sa13). If it is determined in step Sa13 that the value of the maximum instantaneous wind speed detected by the anemometer SW is equal to or less than a predetermined maximum wind force determination stop threshold value, the process proceeds to step Sa4. On the other hand, if it is determined in step Sa13 that the value of the maximum instantaneous wind speed detected by the anemometer SW is not less than or equal to a predetermined maximum wind force determination stop threshold value, the process proceeds to step Sa1.

Step Sa4:
The natural period measuring unit 12 performs signal processing on the fine vibration data supplied after the strong wind is generated from the fine vibration sensor SB arranged on the rooftop 100R. That is, the natural period measurement unit 12 performs a Fourier analysis of the microvibration data, extracts a frequency having the highest power spectrum, and sets this frequency as the natural frequency. Then, the natural period measuring unit 12 obtains the period of the extracted natural frequency and sets this period as the natural period T.

  The processing from step S5 to step S12 is the same as the processing in the building safety evaluation mode at the time of the earthquake shown in FIG. 5B described above, and description thereof is omitted here.

  By performing the above-described processing, the building safety verification system 1 according to the present embodiment uses the combination of the natural period T of the building 100 and the interlayer deformation angle Δ of the k floor 100k in the building 100 when a strong wind arrives. The degree of damage on the floor can be determined.

  Thereby, the building safety verification system 1 according to the present embodiment can determine the building 100 in combination with the natural period of the building 100 even if the building 100 is constructed with a numerical value different from the design interlayer deformation angle that is the design reference value. Corresponding to the design interlayer deformation angle of the actual building constructed, it is possible to estimate and determine the degree of individual damage on each floor with higher accuracy than in the past. In addition, the building safety verification system 1 according to the present embodiment can cope with changes in conditions such as construction errors, aging deterioration, weight fluctuations of building interiors such as furniture, and rigidity of structural frames and non-structural members. The degree of individual damage in each floor at 100 can be estimated with higher accuracy than before, and the safety of the building can be determined.

Further, according to the building safety verification system 1 of the present embodiment, the determination result of each floor (floor provided with the acceleration sensor) is written in the determination result table in the database 14, and the determination result has already been described. Thus, the priority of the evacuation after the earthquake of each floor in the building 100 can be determined, and evacuation guidance can be performed efficiently.
In this embodiment, the acceleration sensor is provided in all layers of the building 100. However, the acceleration sensor is provided in several layers of a plurality of floors (multiple layers) such as every other floor, and the floor provided with the acceleration sensor. The damage may be determined.

<Second Embodiment>
Hereinafter, the building safety verification system according to the second embodiment of the present invention will be described with reference to the drawings. FIG. 6 is a conceptual diagram showing a configuration example of a building safety verification system according to the second embodiment of the present invention and a configuration in which an acceleration sensor, a fine vibration sensor, and an inclination angle sensor provided in an evaluation target building are connected. It is.
In FIG. 6, the building safety verification system 2 includes various sensors provided in the building 100 as in the first embodiment via the information communication network I including the Internet and a LAN provided in the building. Thus, data detected by each sensor is supplied. For example, an acceleration sensor is provided as a sensor that detects the vibration of each floor of the building 100. Acceleration data is supplied from each of the acceleration sensors S ₀ to S _n (0 is the foundation, 1 to n is the number of floors of the building) as earthquake vibration data. As for the acceleration sensor S ₀ and the acceleration sensors S ₁ to _Sn , the arrangement locations are the same as those in the first embodiment. In the second embodiment, the roof 100 _R building 100, micro-vibration sensor SB, in addition to the anemometer SW, the inclination angle sensor SJ is disposed. The tilt angle sensor SJ, like the micro-vibration sensor SB, without a roof 100 _R, disposed on the roof 100 _R near the top floor of the upper (e.g., if n story n floor or ceiling) Also good.

The building safety verification system 2 includes an interlayer displacement measurement unit 11, a natural period measurement unit 12, a measurement control unit 16, a building safety evaluation unit 23, a database 24, and an inclination angle measurement unit 25. Each of the interlayer displacement measurement unit 11, the natural period measurement unit 12, and the measurement control unit 16 has the same configuration as each of the interlayer displacement measurement unit 11, the natural period measurement unit 12, and the measurement control unit 16 in the first embodiment. .
The inclination angle measuring unit 25 calculates the inclination angle θ of the building 100 with respect to the axis perpendicular to the horizon, based on the inclination data supplied from the inclination angle sensor SJ disposed on the roof 100R of the building 100. In the present embodiment, the interlayer deformation angle Δ, the natural period T, and the inclination angle θ are indicated by absolute values.

The building safety evaluation unit 23 uses the interlayer deformation angle Δ obtained by the interlayer displacement measurement unit 11, the natural period T of the building obtained by the natural period measurement unit 12, and the inclination angle θ obtained by the inclination angle measurement unit 25. The damage degree of the structural frame is determined. That is, the building safety evaluation unit 23 compares the interlayer deformation angle Δ with a preset design interlayer deformation angle, and performs a case determination as to whether or not the interlayer deformation angle Δ exceeds the design interlayer deformation angle. In addition, the building safety evaluation unit 23 compares the natural period T with the initial value of the natural period, and determines whether the natural period T is equal to or less than the initial value of the natural period. Further, the building safety evaluation unit 23 compares the inclination angle θ with the initial value of the inclination angle (for example, the inclination angle measured immediately after the construction of the building), and determines whether the inclination angle θ is equal to or less than the initial value. Judgment is made.
In addition, a margin of change over time is added to the initial value of the natural period, and a natural period threshold value is generated by adding a margin to the initial value of the natural period instead of the initial value of the natural period. The threshold value and the natural period T may be compared. Here, the initial value of the natural period <the natural period threshold value.

  FIG. 7 is a diagram illustrating a configuration example of parameter pattern combinations in the determination table stored in the database 14 of FIG. This determination table includes a comparison result of the interlayer deformation angle Δ and the design interlayer deformation angle, a comparison result of the natural period T and the initial value of the natural period, and a comparison result of the inclination angle θ and the initial value of the inclination angle (inclination angle threshold). The judgment result of the soundness of the building by the combination of is shown. The design interlayer deformation angle is set to such a size that members of the structural frame are damaged by deformation or the like when an interlayer displacement exceeding this value occurs. Hereinafter, the determination of the soundness of the building corresponding to the parameter pattern indicating the determination pattern of the natural period T, the interlayer deformation angle Δ, and the inclination angle θ will be described. In FIG. 7, the three-dimensional determination space is divided into eight regions from pattern P1 to pattern P8.

The pattern P1 interlayer deformation angle Δ is equal to or smaller than the design interlayer deformation angle, the natural period T is equal to or smaller than the natural period threshold, and the inclination angle θ is equal to or smaller than the initial value of the inclination angle. Pattern / pattern P3 in which the deformation angle is exceeded, the natural period T is equal to or less than the natural period threshold value, the inclination angle θ is equal to or less than the initial value of the inclination angle, the interlayer deformation angle Δ is equal to or less than the design interlayer deformation angle, and the natural period T Exceeds the natural period threshold, the pattern P4 with the inclination angle θ equal to or smaller than the initial value of the inclination angle, the interlayer deformation angle Δ exceeds the designed interlayer deformation angle, and the natural period T exceeds the natural period threshold. Pattern P5 in which the inclination angle θ is equal to or less than the initial value of the inclination angle The interlayer deformation angle Δ is equal to or less than the designed interlayer deformation angle, the natural period T is equal to or less than the natural period threshold value, and the inclination angle θ is the initial value of the inclination angle Patterns that exceed Pattern P6 The interlayer deformation angle Δ exceeds the designed interlayer deformation angle, the natural period T is equal to or smaller than the natural period threshold, and the inclination angle θ exceeds the initial value of the inclination angle. Pattern P7 The interlayer deformation angle Δ is Pattern / pattern P8 in which the natural period T is less than the design interlayer deformation angle, the natural period T exceeds the natural period threshold, and the inclination angle θ exceeds the initial value of the inclination angle The interlayer deformation angle Δ exceeds the design interlayer deformation angle A pattern in which the natural period T exceeds the natural period threshold and the inclination angle θ exceeds the initial value of the inclination angle

  In the present embodiment, the patterns P1 to P8 described above are classified into five determination groups (states) as shown below. In the database 24, the determination result corresponding to this determination group is written and stored in advance as a determination table.

Determination group D: pattern P1, pattern P2
Judgment result: Can be used continuously.
Reason for determination: For the pattern P1, the damage to the building 100 is caused because the interlayer deformation angle Δ is equal to or smaller than the designed interlayer deformation angle, the natural period T is equal to or smaller than the natural period threshold, and the inclination angle θ is equal to or less than the initial value of the inclination angle. It is determined that there is no. In addition, for the pattern P2, the interlayer deformation angle Δ exceeds the designed interlayer deformation angle, but the natural period T is equal to or smaller than the natural period threshold value, and the inclination angle θ is equal to or less than the initial value of the inclination angle. It is determined that there is no damage. Here, although the interlayer deformation angle Δ exceeds the designed interlayer deformation angle, the natural period T is equal to or less than the natural period threshold value, and the inclination angle θ is equal to or less than the initial value of the inclination angle. It is estimated that the seismic performance is higher than the design time.

Judgment group E: Pattern P5, Pattern P6
Judgment result: It can be judged that it can be used at the time of emergency recovery, but it is necessary to investigate whether it can be used at normal times.
Reason for determination: When the natural period T is equal to or less than the natural period threshold and the inclination angle θ of the building 100 exceeds the inclination angle threshold, it is estimated that the ground on which the building 100 stands is damaged.

Judgment group F: Pattern P7
Judgment result: Non-structural members may be damaged, and investigation is required even if they are used during emergency recovery.
Reason for determination: When the natural period T exceeds the natural period threshold value, the inclination angle θ of the building 100 exceeds the inclination angle threshold value, and the interlayer deformation angle Δ is equal to or less than the design interlayer deformation angle, the non-structure of the building 100 It is estimated that the ground on which the member and the building 100 stand is damaged.

Judgment group G: Pattern P3, Pattern P4
Judgment result: The non-structural member may be damaged, and even if it is used at the time of emergency recovery, an investigation is necessary.
Reason for determination: Although the inclination angle θ of the building 100 is less than or equal to the threshold value of the inclination angle, the natural period T exceeds the natural period threshold value, so there is no damage to the structural frame of the building 100 and the possibility of damage to the non-structural frame. It is estimated that there is.

Judgment group H: Pattern P8
Judgment result: Cannot be used continuously.
Reason for determination: Since the inclination angle θ of the building 100 exceeds the threshold value of the inclination angle, the natural period T exceeds the natural period threshold value, and the interlayer deformation angle Δ exceeds the design interlayer deformation angle, It is estimated that the non-structural frame and the ground may be damaged.

Next, processing for verifying the building safety of the building safety verification system 2 according to the present embodiment will be described with reference to FIG. FIG. 8 is a flowchart showing a flow of processing for verifying the building safety of the building safety verification system 2 according to the present embodiment. The building safety verification system 2 performs the operation of the flowchart of FIG. 8 for each floor after the earthquake occurs, and determines the safety for each floor of the building 100. If the building 100 is n story, a determination process in the flowchart in order from the first floor 100 ₁ to n floor 100 _n. When the ground motion acceleration is equal to or greater than a predetermined earthquake determination threshold value from the supplied acceleration sensor S ₀ , the interlayer displacement measurement unit 11 executes the processing of the following flowchart as an earthquake occurrence.

Step S21:
Interlayer displacement measuring unit 11, the acceleration sensor S ₀ to be supplied to extract the acceleration from the acceleration data measured. Then, the interlayer displacement measuring unit 11 integrates the extracted acceleration twice to calculate the displacement of the base portion.

Step S22:
Interlayer displacement measuring unit 11 is supplied from the acceleration sensor _{S k} arranged in the building 100 k floor _{100 k (1 ≦ k ≦ n} ), from each of the acceleration by the acceleration sensor Sk is measured, the acceleration sensor _{S 0} Extract acceleration. Then, the interlayer displacement measuring unit 11 integrates the extracted acceleration twice, calculates the displacement of each floor, calculates the difference between the displacements of adjacent floors, and calculates the interlayer displacement δ of each floor. Here, the first floor 100 _first interlayer displacement of the building 100 [delta] is obtained by subtracting the displacement of the foundation 100 ₀ from the first floor 100 ₁ of the displacement.
In addition, for a building where overall bending deformation or rocking is dominant, the shear deformation component is calculated more precisely by using the measurement data of the inclination angle θ when calculating the interlayer displacement.

Step S23:
Interlayer displacement measuring unit 11, each of the interlayer displacement δ of the calculated k floor 100 _k, divided respectively by the height of the k floor 100 _k, calculates the story drift of k floor 100 _k delta. Note that a method other than the method described in the present embodiment may be used as a method for obtaining the displacement from the acceleration data.

Step S24:
Natural cycle measuring unit 12, from the micro-vibration sensor SB arranged on the roof 100 _R, with respect to the minute vibration data supplied after the earthquake, performs signal processing. That is, the natural period measurement unit 12 performs a Fourier analysis of the microvibration data, extracts a frequency having the highest power spectrum, and sets this frequency as the natural frequency. Then, the natural period measuring unit 12 obtains the period of the extracted natural frequency and sets this period as the natural period T.

Step S25:
Tilt angle measurement unit 25, the inclination angle data supplied from the inclination angle sensor SJ disposed on the roof 100 _R building 100 determines the inclination angle of the building 100 theta.

Step S26:
Building safety evaluation unit 23, it is determined whether the damage to the order of determination in all floors were made from the first floor 100 ₁ in a building 100 to n floor 100 _n.
At this time, the building safety evaluation unit 23 ends the process when the determination for all the floors in the building 100 is completed, and advances the process to step S27 when the determination for all the floors in the building 100 is not completed. .

Step S27:
The building safety evaluation unit 23 compares the inclination angle θ supplied from the inclination angle measurement unit 25 with the initial value of the inclination angle of the building 100, and determines whether the inclination angle θ exceeds the initial value of the inclination angle. (A third determination result is obtained). At this time, the building safety evaluation unit 23 proceeds to step S28 when the inclination angle θ does not exceed the initial value of the inclination angle, while when the inclination angle θ exceeds the initial value of the inclination angle, The process proceeds to step S29.

Step S28:
The building safety evaluation unit 23 compares the natural period T supplied from the natural period measurement unit 12 with the natural period threshold, and determines whether or not the natural period T is equal to or less than the natural period threshold (second second). Find the judgment result). At this time, if the natural period T exceeds the natural period threshold, the building safety evaluation unit 23 proceeds to step S32. If the natural period T is equal to or less than the natural period threshold, the building safety evaluation unit 23 proceeds to step S31. Here, in the description, not the initial value of the natural period of the building 100 but a natural period threshold value with a margin for the initial value of the natural period is used.

Step S29:
The building safety evaluation unit 23 compares the natural period T supplied from the natural period measurement unit 12 with the natural period threshold, and determines whether the natural period T is equal to or less than the natural period threshold. At this time, if the natural period T exceeds the natural period threshold, the building safety evaluation unit 23 proceeds to step S30. If the natural period T is equal to or less than the natural period threshold, the building safety evaluation unit 23 proceeds to step S33.

Step S30:
Building safety evaluation unit 23, reads the floor of the story drift angle that is not the end of the judgment of building 100 Δ from the interlayer displacement measuring unit 11, design an interlayer between the interlayer deformation angle Δ of k floor 100 _k of the read determination target A comparison is made with the deformation angle to determine whether the interlayer deformation angle Δ exceeds the design interlayer deformation angle (a first determination result is obtained). At this time, if the interlayer deformation angle Δ exceeds the designed interlayer deformation angle, the building safety evaluation unit 23 proceeds to step S35. If the interlayer deformation angle Δ does not exceed the designed interlayer deformation angle, the building safety evaluation unit 23 performs processing. Advances to step S34.

Step S31:
The building safety evaluation unit 23 refers to the determination table of the database 24, and if the inclination angle θ is equal to or less than the initial value of the inclination angle and the natural period T is equal to or less than the natural period threshold, the parameter pattern is state D Is detected.
Next, the building safety evaluation unit 23 writes “continuous use (D)” in which the parameter pattern is the determination of the state D in the determination result column of the corresponding k-th floor 100 _k in the determination result table of the database 24. And the process proceeds to step S26.

Step S32:
The building safety evaluation unit 23 refers to the determination table of the database 24, and when the inclination angle θ is equal to or smaller than the initial value of the inclination angle and the natural period T exceeds the natural period threshold, the parameter pattern is the state G. Detect that.
Next, the building safety evaluation unit 23 determines that the parameter pattern is the state G “Non-structural members may be damaged and need to be investigated even if used during emergency recovery. As for the use, the non-structural member can be used for continuous use (G) "is written and stored in the corresponding determination result column of the k-th floor 100 _k in the determination result table of the database 24, and the process proceeds to step S26. .

Step S33:
The building safety evaluation unit 23 refers to the determination table of the database 24, and the parameter pattern is in the state E when the inclination angle θ exceeds the initial value of the inclination angle and the natural period T is equal to or less than the natural period threshold value. Detect that.
Next, the building safety evaluation unit 23 determines that the parameter pattern is the determination of the state E “can be determined to be usable at the time of emergency recovery, but it is necessary to investigate whether it can be used at the normal time (E)”. The data is written and stored in the corresponding determination result column of the k-th floor 100 _k in the determination result table, and the process proceeds to step S26.

Step S34:
The building safety evaluation unit 23 refers to the determination table of the database 24, the inclination angle θ exceeds the initial value of the inclination angle, the natural period T exceeds the natural period threshold value, and the interlayer deformation angle Δ is the design interlayer. If it is equal to or smaller than the deformation angle, it is detected that the parameter pattern is in state F.
Next, the building safety evaluation unit 23 determines that the parameter pattern is the determination of the state F “Non-structural member may be damaged and must be investigated even if it is used for emergency recovery (F)” The data is written and stored in the corresponding determination result column of the k-th floor 100 _k in the determination result table of the database 24, and the process proceeds to step S26.

Step S35:
The building safety evaluation unit 23 refers to the determination table of the database 24, the inclination angle θ exceeds the initial value of the inclination angle, the natural period T exceeds the natural period threshold value, and the interlayer deformation angle Δ is the design interlayer. If the deformation angle is exceeded, it is detected that the parameter pattern is in state H.
Next, the building safety evaluation unit 23 writes “continuous use not possible (H)” in which the parameter pattern is the determination of the state H in the determination result column of the corresponding k-th floor 100 _k in the determination result table of the database 24. And the process proceeds to step S26.

  By performing the above-described processing, the building safety verification system 2 according to the present embodiment is a combination of the natural period T of the building 100 at the time of the earthquake, the interlayer deformation angle Δ of the k floor 100k in the building 100, and the inclination angle θ of the building 100. Thus, the degree of damage on each floor of the building 100 is determined. As a result, the building safety verification system 2 of the present embodiment allows the building 100 to be combined with the natural period T and the inclination angle θ of the building 100 even if the building 100 is constructed with a numerical value different from the design interlayer deformation angle. Even if the building is constructed with a numerical value different from the design interlayer deformation angle that is the design reference value, it is determined in combination with the natural period and the inclination angle of the building 100, so that it corresponds to the design interlayer deformation angle of the actual building constructed. In addition, it is possible to estimate and determine the degree of individual damage and the degree of ground damage on each floor with higher accuracy than in the past. In addition, the building safety verification system 2 of this embodiment can cope with changes in conditions such as construction errors, aging deterioration, weight fluctuations of building interiors such as furniture, and rigidity of structural enclosures and non-structural members. The degree of individual damage and the degree of ground damage in each floor in 100 can be estimated with higher accuracy than before, and the safety of the building can be determined. That is, according to the present embodiment, the structural angle damage, the non-structural structural damage, and the ground damage (buildings) in the building 100 are determined by adding the determination of the inclination angle to the determination based on the interlayer deformation angle and natural period of each floor. (Estimated based on the inclination angle θ). For this reason, the building safety verification system 2 of this embodiment can determine the state of the building 100 in more detail as compared with the first embodiment. Moreover, according to the building safety verification system 2 of the present embodiment, by writing the determination result of each floor into the determination result table in the database 24, as already described according to the determination result, The priority of evacuation after an earthquake can be determined.

In addition, the building safety verification system 2 of this embodiment can be applied to the case of processing both the case of an earthquake and the case of a strong wind as shown in the first embodiment. For example, the arrival of an earthquake is detected according to the procedure shown in FIG. 5A (step Sm1), and the structure safety evaluation mode (step Sm2) at the time of the earthquake is performed. The process shown in FIG. 8 can be applied to the step Sm2.
Moreover, the building safety verification system 2 of this embodiment can apply the determination method using the inclination angle θ even in the case of a strong wind as shown in the first embodiment. For example, strong wind is detected according to the procedure shown in FIG. 5A (step Sm3), and the structure safety evaluation mode (step Sm4) during strong wind is performed. As the process of step Sm4, the process shown in FIG. 5C and the process shown in FIG. 8 are associated as follows. The processing of each step from step S5 to step S12 after the detection of strong wind by the processing of each step from step Sa1 to step Sa4 shown in FIG. 5C is the same as the processing from step S25 to step S35 in FIG. It is better to replace with step processing. Thereby, the structure safety verification system 2 can evaluate the safety of the structure by including the inclination angle of the structure 100 in the determination condition when verifying the safety of the structure in a strong wind. .

<Third Embodiment>
The structure safety verification system according to the third embodiment of the present invention will be described below. In this 3rd Embodiment, it illustrates about application with respect to the case where the structure of verification object has a seismic isolation structure.

(Vibration control for structures with seismic isolation structure)
First, we will organize the structures with seismic isolation structure. Such a structure having a base-isolated structure is optimized so as to reduce the influence of shaking mainly assuming an earthquake. For this reason, when the wind becomes an external factor, shaking may occur during strong winds by receiving an external force having an energy component different from that of an earthquake.

  In some cases, a seismic isolation mechanism is combined with a seismic control mechanism for the purpose of reducing shaking caused by external force. The vibration control mechanisms are roughly classified into active type, passive type, resonance avoidance type, and energy absorption type. In addition, as a configuration method thereof, there are a method including an additional mass mechanism, a method including a variable steel mechanism (for example, a mechanism for adjusting the effectiveness of the brace function), a method including an energy absorption mechanism (for example, a damper), and the like.

The additional mass mechanism adjusts the resonance amplitude of the structure by, for example, shaking the mass added as a mass different from the mass on the structure side at the top of the structure and the vibration energy of the added mass Absorbs.
For example, as a passive configuration, a TMD (Tuned Mass Damper) having a mechanism for placing a rigid body with a spring or a damper, a TLD (Tuned Liquid Damper) having a mechanism for placing a tank containing a liquid, and the like are known.
Further, as an active type, an AMD (Active Mass Damper) having a mechanism for controlling movement of an additional mass by a computer, an active damper for controlling a damper characteristic, and the like are known.

(Application to structures with seismic isolation structure that can adjust seismic isolation characteristics)
Next, with reference to FIG. 9, the application of the structure safety verification system 2A to a structure having a base isolation structure capable of adjusting the base isolation characteristics will be described.
FIG. 9 shows a connection between a configuration example of a structure safety verification system according to the third embodiment of the present invention and an acceleration sensor, a fine vibration sensor, an inclination angle sensor, and a seismic isolation control unit provided in the structure to be evaluated. It is a conceptual diagram showing the performed structure.
In FIG. 9, the structure safety verification system 2A is provided in the structure 100A through the information communication network I including the Internet or a LAN provided in the structure, as in the second embodiment. Data detected by each sensor is supplied from various sensors. For example, an acceleration sensor is provided as a sensor for detecting the vibration of each floor of the structure 100A. Acceleration data is supplied from each of the acceleration sensors S ₀ to S _n (0 is the foundation, 1 to n is the number of floors of the structure) as earthquake vibration data. As for the acceleration sensor S ₀ and the acceleration sensors S ₁ to _Sn , the arrangement locations are the same as those in the first embodiment. In the second embodiment, the roof 100 _R of the structure 100A, micro-vibration sensor SB, in addition to the anemometer SW, the inclination angle sensor SJ is disposed. The tilt angle sensor SJ, like the micro-vibration sensor SB, without a roof 100 _R, disposed on the roof 100 _R near the top floor of the upper (e.g., if n story n floor or ceiling) Also good.

  The building safety verification system 2A includes an interlayer displacement measurement unit 11, a natural period measurement unit 12, a measurement control unit 16, a building safety evaluation unit 23A, a database 24, and an inclination angle measurement unit 25. The interlayer displacement measuring unit 11, the natural period measuring unit 12, the measurement control unit 16, the building safety evaluating unit 23A, the database 24, and the inclination angle measuring unit 25 are respectively the interlayer displacement measuring unit 11 and the natural period in the first embodiment. The same configuration as each of the measurement unit 12, the measurement control unit 16, the building safety evaluation unit 23, the database 24, and the inclination angle measurement unit 25 is included.

  The building safety evaluation unit 23A controls the seismic isolation control unit 5 in addition to the configuration of the building safety evaluation unit 23 described above. Details of the control for the seismic isolation control unit 5 will be described later.

  The structure 100A to be verified by the structure safety verification system 2A has a seismic isolation structure. For example, the structure 100A is configured such that the upper structure is supported by an elastic body provided on the foundation, and vibrations from the foundation to the upper structure are damped by the elastic body during an earthquake. In addition to the elastic body, an active damper 6 is provided between the foundation and the upper structure. By combining this active damper 6 with the elastic body, vibration transmitted from the foundation to the upper structure and peristalsis having the periodicity of the upper structure relative to the foundation can be efficiently damped.

The seismic isolation structure 100 </ b> A is configured to reduce the influence of vibration energy excited from the foundation side due to an earthquake or the like. For this reason, it is more likely to be swayed by the wind than a structure having an earthquake resistant structure. When such a shaking occurs in the structure, the comfortability may be reduced.
In addition, the seismic structure often resonates in the primary mode, whereas the seismic isolation structure 100A resonates in the higher order (eg, secondary, tertiary, etc.) modes. It is known that this is likely to occur. When the energy of the higher order mode is increased, the floor generating the maximum amplitude of the structure 100A is not necessarily the top floor, and may be generated on the intermediate floor.
In addition, in a structure equipped with an active damper, a dedicated sensor for controlling the active damper is provided so that a specific order mode assumed in advance can be detected, and control is performed based on a signal from the sensor. May be configured.

On the other hand, shared in structure 100A in the present embodiment, the acceleration sensor S ₀ in the structure security verification system _2A, all or part of S _n from the acceleration sensor S _1, as a vibration sensor for controlling the active damper 6 can do. Thus the acceleration sensor S _0, by which is shared from the acceleration sensor S ₁ for all or part of S _n and sensors for seismic isolation control, it will not be necessary individually a sensor, condition of vibrations to which was further detected The data shown can be shared as data of the structure safety verification system 2A and the seismic isolation control system.

Seismic isolation control unit 5, the acceleration sensor S _0, based from the acceleration sensor S ₁ to the data from all or part of the sensors S _n, controls the active dampers 6 as oscillating structure 100A is reduced.
Further, the seismic isolation control unit 5 adjusts the vibration characteristics of the structure 100A relative to the foundation by adjusting the steel properties of the active damper 6 according to the control from the structure safety evaluation unit 23A. A general method can be applied to the basic vibration suppression control in which the seismic isolation control unit 5 controls the active damper 6. In the present embodiment, a method for adjusting the vibration characteristics of the structure 100A with respect to the foundation according to the control from the structure safety evaluation unit 23A will be mainly described.

Since the structure safety verification system 2A, the seismic isolation control unit 5, and the active damper 6 are configured as described above, the structure safety verification system 2A evaluates the safety of the structure 100A and the structure. 100A seismic isolation characteristics can be controlled. For example, even when a failure or damage outside the range assumed in advance occurs in a part of the seismic isolation control system, the structure safety that the structure 100A is operating in a mode different from the assumed order. It can be detected from the evaluation result of the verification system 2A.
Hereinafter, specific examples of the above will be described.

(External factors that require adjustment of the characteristics of the seismic isolation structure and how to apply them)
The following methods are listed as control methods for adjusting the characteristics of various seismic isolation structures. For example, the seismic isolation control unit 5 stores a plurality of seismic isolation characteristic models having different characteristics from each other in advance (numericalized). The seismic isolation control unit 5 selects any one of a plurality of seismic isolation characteristic models according to the vibration state of the structure 100A, and controls the active damper 6 based on the selected seismic isolation characteristic model. The numerical value (or numerical expression) of each seismic isolation model may be calculated using a known general method.

External factors that require adjustment of seismic isolation characteristics include the following. For example, external factors include earthquakes, long-period ground motions, and strong winds. Therefore, in order to facilitate the adjustment of the characteristics of the base isolation structure, a plurality of base isolation models having different characteristics are defined according to the above external factors. For example, the plurality of seismic isolation characteristic models having different characteristics include a characteristic model suitable for an earthquake, a characteristic model suitable for long-period ground motion, and a characteristic model suitable for a strong wind. A characteristic model suitable for an earthquake is set so as to absorb more energy from the earthquake. In the characteristic model suitable for long-period ground motion, the steel is set high so that it absorbs energy from long-period ground motion and does not resonate with the period of long-period ground motion. In the characteristic model suitable for strong winds, the steel is set high so as to reduce peristalsis caused by wind.
It is suitable by switching the characteristics of the seismic isolation structure of the structure 100A by detecting the following external factors so that the most suitable seismic isolation characteristics among the seismic isolation characteristics models having different characteristics are obtained. A seismic isolation model can be applied.

(1) When an emergency earthquake report is received:
For example, when the measurement control unit 16 receives an emergency earthquake report, the structure safety verification system 2A is made ready for an earthquake.
The structure safety evaluation unit 23A absorbs the vibration energy due to the seismic wave by the seismic isolation structure by the “characteristic model suitable for an earthquake” selected in the normal time. For example, when the structure is modeled by a mass damper as shown in Equation (1), the natural period T of the equation is adjusted to be relatively long.

  T = 2πx√ (m / k) (1)

In Formula (1), m is mass and k shows horizontal steel property. As shown in the above formula (1), it is understood that the natural period T can be adjusted by adjusting the horizontal steel property by the active damper 6.
In addition, the interlayer displacement measurement unit 11 detects that the vibration detected by the acceleration sensor has stopped and no predetermined predetermined vibration has been detected. After a predetermined time has elapsed in advance from detection by the interlayer displacement measuring unit 11, the interlayer displacement measuring unit 11 determines that a large shake due to the earthquake has subsided. In accordance with this determination result, at the stage when a large shake due to the earthquake has subsided, the structure safety evaluation unit 23A cancels the state prepared for the earthquake and performs a process of verifying the safety of the structure.

(2) When shaking due to an earthquake is detected by an acceleration sensor (vibration sensor):
For example, the interlayer displacement measurement unit 11 may first detect a shake due to an earthquake by an acceleration sensor (vibration sensor) while the measurement control unit 16 does not receive the emergency earthquake notification of (1). Even in such a case, as in the case of receiving the emergency earthquake notification shown in (1) above, the structure safety evaluation unit 23A makes the structure safety verification system 2A ready for an earthquake. .
Further, as in (1) above, it is determined that the vibration detected by the acceleration sensor is smaller than a predetermined magnitude, and that a large shake due to the earthquake has subsided at a timing when a predetermined time has passed in advance. In accordance with this determination result, at the stage when a large shake due to the earthquake has subsided, the structure safety evaluation unit 23A cancels the state prepared for the earthquake and performs a process of verifying the safety of the structure.

(3) When adjusting the characteristics of the seismic isolation structure by detecting winds of a predetermined size or larger:
For example, according to the timing at which the instantaneous maximum wind speed exceeds a predetermined magnitude, the structure safety evaluation unit 23A determines that “the characteristic model suitable for earthquakes” selected in the normal state is “ Select and change the characteristic model suitable for strong winds. As a result, the natural period T can be made relatively short before receiving the vibrational energy of shaking during strong winds.
In addition, the timing for stopping the characteristic model suitable for a strong wind is set after the instantaneous maximum wind speed becomes smaller than a predetermined magnitude and a predetermined time has passed thereafter. In accordance with this timing, the characteristic model suitable for strong winds is changed to a "characteristic model suitable for earthquakes" suitable for normal times. As a result, the natural period T that has been adjusted to a relatively short value can be set to a relatively long value of the original value.

(4) When adjusting the characteristics of the seismic isolation structure by predicting the arrival of long-period ground motion:
When a large-scale earthquake occurs, long-period ground motion may occur to a location far from the epicenter. When predicting the arrival of a long-period seismic wave, the structural safety evaluation unit 23A determines that the “characteristic model suitable for earthquakes” selected in normal times is selected, Select “Characteristic Model” and change. As a result, the natural period T can be made relatively short before receiving vibration energy of shaking caused by long-period ground motion. Further, by adjusting the value of the natural period T to be a relatively short value, it is possible to avoid the structure 100A from resonating with long-period vibration.
In addition, the timing for suspending the characteristic model suitable for long-period ground motion is set to a stage where the shaking due to long-period ground motion has subsided. At this stage, the characteristic model suitable for long-period ground motion is changed to a “characteristic model suitable for earthquake” suitable for normal times. As a result, the natural period T adjusted to a relatively short value can be returned to the original value.

According to the embodiment shown above, it is possible to control the seismic isolation characteristics suitable for the detected conditions at the timing when the conditions requiring the transition to the respective seismic isolation characteristics are satisfied. Thus, it is possible to adjust the seismic isolation characteristics suitable for the conditions.
In the description of the above embodiment, the configuration for controlling the seismic isolation characteristics using the active damper 6 is illustrated. However, the present invention is not limited to the above configuration, and other active seismic isolation structures are also described above. The same can be applied. For example, even when applied to other active type seismic isolation structures, as described above, it is suitable by selecting the most suitable seismic isolation characteristics from among the seismic isolation characteristics models having different characteristics. A seismic isolation model can be applied.
Furthermore, as an application of the seismic isolation structure to other methods, there is a method of adjusting the seismic isolation characteristics by limiting the operating state of the passive type seismic isolation structure. For example, the external factor level detected in the present embodiment and the adjustment method according to the external factor are applied to conditions for suspending the function of TMD or adjusting the attenuation coefficient that attenuates the vibration of TMD. It may be applied to the adjustment of seismic isolation characteristics.

  As described above, the structure safety verification system 23A according to the present embodiment is not limited to simply verifying the safety of the structure, but the seismic isolation structure when an external force acting as an external factor is applied to the structure. Since the seismic isolation characteristics are controlled, it is possible to reduce vibration due to external forces that are external factors, and to reduce the possibility of damage to the structure. Furthermore, the structure safety verification system 23A of the present embodiment can have the effect of enhancing the comfortability by reducing the vibration caused by the external force that is an external factor.

<Modification of Third Embodiment>
Hereinafter, a structure safety verification system 23A as a modification of the third embodiment of the present invention will be described. In said 3rd Embodiment, it illustrated about the structure in which the structure of verification object has a seismic isolation structure. In the modified example of the third embodiment, the structure safety verification system 23A is used so as to correct a structure model (for example, a mass damper model) used when active vibration suppression control is performed. The form to perform is demonstrated.

In general, it is difficult to accurately determine a structural model of a structure as described above. However, when active vibration suppression control (seismic isolation control) is performed, control using a structural model of a structure is generally performed. As described above, even if the control is performed using the structural model of the structure, the actual state of the structure does not always match the structural model.
Therefore, in the modification of the third embodiment, the analysis result of the structure safety verification system 23A is applied to active vibration suppression control using the structure model of the structure, and the accuracy of the structure model is increased. The method is illustrated.

For example, a plurality of structural models corresponding to the structure 100A are generated in advance at the design stage of the vibration suppression control system, and the data of the generated plurality of structural models are used as the seismic isolation control unit 5 and the structure safety verification system 2A (database). 24).
The structural safety verification system 2A selects a suitable structural model from predetermined structural models based on various data acquired during the verification process of the structural safety verification system 2A. The structure safety verification system 2A instructs the seismic isolation control unit 5 on the selected structural model.
The seismic isolation control unit 5 selects the instructed structural model from among the stored structural models in response to an instruction from the structure safety verification system 2A. The seismic isolation control unit 5 performs active vibration suppression control according to the selected structural model.
For example, when the structural safety verification system 2A selects a structural model, the natural period of the structure based on the actual measurement value, response characteristic data at the time of an earthquake, or the like can be used. The structure safety evaluation unit 23 selects a suitable structural model using such various data.

  The structural model in the above case is predetermined in the design stage of the vibration suppression control system, and is not set freely in the control process, so that the vibration suppression control system may become unstable. Therefore, it is possible to control using a suitable structural model while functioning the vibration damping function within the designed range.

  As described above, the structural safety verification system 2A according to the present embodiment corrects the structural model in the case of performing active vibration suppression control as well as merely verifying the safety of the structure. For this purpose, a structural model suitable for an actual structure is adjusted. Accordingly, active vibration suppression control can be performed using a structural model suitable for an actual structure. The examples described as the above-described modifications may be implemented by arbitrarily combining the configurations and functions of the above-described embodiments.

  It is to be noted that a program for realizing the structure safety verification system 1 in FIG. 1, the structure safety verification system 2 in FIG. 6, or the structure safety verification system 2A in FIG. The program may be recorded, and the program recorded on the recording medium may be read into a computer system and executed to perform a processing operation for evaluating the earthquake resistance of the structure (estimating damage due to an earthquake, etc.). 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.

Although several embodiments of the present invention have been described, these embodiments are presented by way of example and are not intended to limit the scope of the invention. These embodiments can be implemented in various other forms, and various omissions, replacements, and changes can be made without departing from the spirit of the invention. These embodiments and their modifications are included in the scope and gist of the invention, and are also included in the invention described in the claims and the equivalents thereof.
In the above embodiment, a so-called building has been illustrated and described as a target structure, but the present invention can also be applied to structures having other configurations. For example, the present invention can be applied to a structure having a ground clearance or an object configured by combining a structure having a ground clearance with another structure. Examples of structures having an above-ground height include structures such as steel towers, steel pillars, bridges, and viaducts. Examples of the object configured by combining a structure having a ground clearance with another structure include a structure in which a steel tower is provided on a building and the rooftop of the building.
In addition, the position where the additional mass mechanism constituting the TMD, AMD, etc. described in the third embodiment is arranged is not limited to the top of the structure, but may be provided at a place other than the top of the structure. Alternatively, it may be distributed in the structure.

1, 2, 2A ... Structure safety verification system, 5 ... Seismic isolation control unit, 6 ... Active damper, 9 ... Notification server, 11 ... Interlayer displacement measurement unit, 12 ... Natural period measurement unit, 13, 23 ... Structure safety evaluation unit, 14, 24 ... database, 16 ... measurement control unit, 25 ... inclination angle measuring _{unit, S, S 0, S 1} , S 2, S 3, S 4, S 5, S 6 ... acceleration sensor, 100, 100A ... Structure, 100 ₁ ... 1st floor, 100 ₂ ... 2nd floor, 100 ₃ ... 3rd floor, 100 ₄ ... 4th floor, 100 ₅ ... 5th floor, 100 ₆ ... 6th floor, 100 ₀ ... Foundation, 100 _R ... Rooftop, SB ... Slight vibration sensor, SJ ... Inclination angle sensor, SW ... Anemometer

Claims (10)

A sensor for measuring vibration of the layer of the structure composed of a plurality of layers is provided in the structure, and information on the wind force value in the vicinity of the structure and information for predicting the arrival of an earthquake that vibrates the structure are provided. In accordance with at least one of the information, an interlayer displacement measuring unit for obtaining an interlayer displacement of each layer from the measurement data of the sensor,
A natural period measurement unit for obtaining a natural period of microtremors of the structure from a microvibration sensor that measures microvibrations of the uppermost layer of the structure or a layer near the uppermost layer;
A structure safety evaluation unit that evaluates the soundness of the structure based on the interlayer displacement obtained by the interlayer displacement measurement unit and the natural period obtained by the natural period measurement unit. Structure safety verification system. A measurement control unit for detecting the arrival of wind that gives vibration to the structure;
The structural safety evaluation unit
The structure safety verification system according to claim 1, wherein the arrival of the wind is detected according to the magnitude of the maximum instantaneous wind speed, and the soundness of the structure is evaluated. A wind power detection unit that detects instantaneous wind speed in the vicinity of the structure and outputs information of the wind force value;
The structural safety evaluation unit
The structural safety verification system according to claim 1 or 2, wherein the soundness of the structure is evaluated according to the magnitude of the maximum instantaneous wind speed extracted from the detected instantaneous wind speed. The measurement control unit
Obtain information to predict the arrival of earthquakes that vibrate the structure,
The sensor is
The structure according to any one of claims 1 to 3, wherein the vibration of the layer of the structure is measured in accordance with a magnitude of seismic intensity indicated by the information predicting the arrival of the earthquake. Safety verification system. The structural safety evaluation unit
A first determination result for determining whether or not the interlayer displacement exceeds a preset interlayer displacement threshold value, and a second determination result for determining whether or not the natural period exceeds a preset natural period threshold value The structural safety verification system according to any one of claims 1 to 4, wherein the soundness of the structure is evaluated by a combination thereof. It is arranged at the uppermost layer of the structure or in the vicinity of the uppermost layer, and further has an inclination angle measuring unit for measuring the inclination angle of the structure
The structural safety evaluation unit
The structural safety verification system according to any one of claims 1 to 5, wherein the soundness of the structure is evaluated based on the interlayer displacement, the natural period, and the inclination angle. The structural safety evaluation unit
A first determination result for determining whether or not the interlayer displacement exceeds a preset interlayer displacement threshold value, and a second determination result for determining whether or not the natural period exceeds a preset natural period threshold value The soundness of the structure is evaluated based on a combination of the third determination result that determines whether or not the tilt angle exceeds a preset tilt angle threshold value. Structure safety verification system. The structure safety according to any one of claims 1 to 7, wherein a base isolation characteristic of the base isolation structure in the structure is adjusted based on an evaluation result of the structure safety evaluation unit. Verification system. A sensor for measuring vibration of the layer of the structure composed of a plurality of layers is provided in the structure, and information on the wind force value in the vicinity of the structure and information for predicting the arrival of an earthquake that vibrates the structure are provided. In accordance with at least one of the information, an interlayer displacement measuring unit obtains an interlayer displacement of each layer from measurement data of the sensor; and
The natural period measuring unit obtains the natural period of the constant fine movement of the structure from the fine vibration sensor that measures the fine vibration of the uppermost layer of the structure or a layer near the uppermost layer;
A structure safety verification comprising: evaluating the soundness of the structure based on the interlayer displacement obtained by the interlayer displacement measurement unit and the natural period obtained by the natural period measurement unit Method. To the computer of the structure safety verification system that evaluates the safety of structures consisting of multiple layers,
A sensor for measuring vibration of the layer of the structure composed of a plurality of layers is provided in the structure, and information on the wind force value in the vicinity of the structure and information for predicting the arrival of an earthquake that vibrates the structure are provided. In accordance with at least one of the information, an interlayer displacement measuring unit obtains an interlayer displacement of each layer from measurement data of the sensor; and
The natural period measuring unit obtains the natural period of the constant fine movement of the structure from the fine vibration sensor that measures the fine vibration of the uppermost layer of the structure or a layer near the uppermost layer;
A program for executing the step of evaluating the soundness of the structure based on the interlayer displacement obtained by the interlayer displacement measurement unit and the natural period obtained by the natural period measurement unit.

Images