Building soundness evaluation system

Abstract

To provide a building soundness evaluation system capable of evaluating the extent of damage for each floor and each member and accurately determining the soundness of a building.SOLUTION: A building soundness evaluation system comprises: a static incremental analysis part that performs static incremental analysis using a three-dimensional frame model that simulates a building to calculate a response value; first and second sensors; a relative displacement calculation part that calculates a time-history relative displacement waveform between the first floor and a specific floor based on seismic information, and a maximum relative displacement as a maximum peak value of the time-history relative displacement waveform; an analysis step identification part that identifies an analysis step in which a difference in relative displacement between the specific floor and the first floor is minimized, as a minimum difference analysis step; a time-history waveform estimation part that estimates a time-history waveform related to parameters on the basis of the response value in the minimum difference analysis step; and a soundness determination part that evaluates the extent of damage for each floor and each member on the basis of the time-history waveform estimated for each relevant parameter and determines the soundness of the building.SELECTED DRAWING: Figure 1

Description

[Technical Field]

[0001] The present invention relates to a building health assessment system that diagnoses and assesses the health of a building. [Background technology]

[0002] Various building integrity assessment systems have been proposed that can determine the structural performance, i.e., integrity, of a building, such as the degree of damage to the building, without having to directly inspect the building after an earthquake. For example, Patent Document 1 discloses a technology that uses a building damage expansion detection model that has learned the relationship between acceleration data at the observation layer and the presence or absence of damage expansion at the observation layer based on acceleration data obtained from a sensor installed at the observation layer of a multi-story building and damage expansion information indicating the presence or absence of damage expansion at the observation layer, and acceleration data acquired by a sensor installed at the judgment layer that is the target of judgment, to estimate the presence or absence of damage expansion at the judgment layer. The configuration disclosed in Patent Document 1 can estimate whether damage is spreading in the observation floor of a building, but it cannot make a detailed assessment of the soundness of each component that makes up each floor of the building.

[0003] In response to this, Patent Document 2 discloses a configuration in which vibration sensors are installed at the joints of multiple structural members that form the structural frame of a structure, the joints and the multiple structural members that make up the joints are divided into substructures, and the detection information of the vibration sensors installed on each structural member joined to the joints is input, and the vibration sensors at the joints are used as output, and the presence or absence and extent of damage to the structural members that make up the substructure is detected based on the input / output relationship of the dynamic characteristics of each substructure. The configuration disclosed in Patent Document 2 allows detailed assessment of the soundness of each structural member, but requires the installation of a vibration sensor at each joint of the structural members, which requires the installation of a large number of vibration sensors, making the configuration complicated and not easy to implement.

[0004] Furthermore, Patent Document 3 discloses a system that includes multiple sensors installed at multiple locations on a building, and measures the impact of an earthquake on the building at each location based on the impact of the earthquake on the building from before the arrival of the primary ground motion to after the arrival of the primary ground motion, as measured by the multiple sensors. In this configuration, the amount of displacement and inter-story deformation angle are calculated from the measurement results of the multiple sensors, and the soundness of the building is evaluated for each floor of the building and for each structural element (member) of the building. Although the configuration disclosed in Patent Document 3 also allows detailed evaluation of the soundness of each component, it is necessary to install a sensor for each component. This requires the installation of many sensors, which makes the configuration complicated and therefore not easy to implement. [Prior art documents] [Patent documents]

[0005] [Patent Document 1] Japanese Patent Publication No. 2020-8332 [Patent Document 2] Japanese Patent Application Laid-Open No. 2015-4526 [Patent Document 3] Patent No. 6995792 Summary of the Invention [Problem to be solved by the invention]

[0006] The problem that the present invention aims to solve is to provide a building integrity evaluation system that can evaluate the degree of damage for each story and each component that makes up a building, accurately determine the integrity of the building, and can be implemented with a simple configuration. [Means for solving the problem]

[0007] In order to solve the above problems, the present invention employs the following means: That is, the present invention is a building health assessment system for diagnosing and assessing the health of a building, comprising: a static incremental analysis unit that performs a static incremental analysis using a space frame model simulating the building and calculates a response value for each parameter to be analyzed for each story and each member at each analysis step; a first sensor and a second sensor that are installed on the first floor of the building and a specific upper floor, respectively, and that acquire earthquake information for each of the first floor and the specific floor; a relative displacement calculation unit that calculates, from the earthquake information, a time history relative displacement waveform between the first floor and the specific floor and a maximum relative displacement that is the maximum peak value of the time history relative displacement waveform; and a calculation unit that calculates, from the result of the static incremental analysis, the maximum relative displacement and a response value. and a soundness assessment unit that assesses the degree of damage to each of the floors and components based on the time history waveform estimated for each of the parameters. According to the above configuration, static incremental analysis is performed using a three-dimensional frame model simulating a building. Response values are calculated for each analysis step for each parameter to be analyzed, such as story deformation angles, story ductility factors, inter-member deformation angles, and member ductility factors, for each story and each member. Meanwhile, time-history relative displacement waveforms between the first floor and the specific floor are calculated based on earthquake information for each floor acquired by first and second sensors installed on the first floor and a specific floor above the building. A maximum relative displacement, which is the maximum peak value of the time-history relative displacement waveform, is then determined. The analysis step that minimizes the difference between the relative displacement of the specific floor relative to the first floor and the maximum relative displacement obtained from the results of the static incremental analysis, is then identified as the minimum-difference analysis step. The response values of each parameter in the minimum-difference analysis step identified in this way can be considered to be the response values in multiple analysis steps of the static incremental analysis that most closely reflect the earthquake information actually observed. Therefore, by adjusting the time history relative displacement waveform for each parameter of each story and component based on the response value in the difference minimization analysis step, it is possible to accurately estimate the time history waveform for that parameter. In this way, the soundness of the building is judged based on the time history waveform obtained for each parameter, thereby improving the accuracy of the judgment of the soundness of the building. Furthermore, in the above-described configuration, although it is possible to estimate the time history waveform of the parameter to be analyzed for each component, it is not necessary to provide a sensor for each component. Therefore, a particularly large number of sensors are not required. This allows for a simple configuration. In this way, it is possible to provide a building integrity assessment system that can evaluate the degree of damage for each floor and each component that makes up a building, accurately determine the integrity of the building, and can be implemented with a simple configuration.

[0008] In one aspect of the present invention, the first sensor and the second sensor acquire the earthquake information in a horizontal direction, the static incremental analysis unit performs the static incremental analysis for each of a positive direction along the horizontal direction and a negative direction facing opposite to the positive direction, and calculates the response value of each of the parameters for each of the analysis steps, the relative displacement calculation unit calculates the maximum relative displacement in each of the positive direction and the negative direction, and the analysis step identification unit identifies the maximum relative displacement in each of the positive direction and the negative direction, The difference minimization analysis step is identified so that the difference between the relative displacement of a specific floor and the first floor is minimized, and the time history waveform estimation unit maintains the phase of the time history relative displacement waveform for each of the parameters of each of the stories and components, and estimates the time history waveform for the parameter by stretching or shrinking the time history relative displacement waveform in the amplitude direction so that the maximum relative displacement of the time history relative displacement waveform matches the response value of the parameter in the difference minimization analysis step in each of the positive and negative directions. According to the above configuration, static incremental analysis is performed in both the positive horizontal direction and the negative horizontal direction, thereby calculating the response values of each parameter for each analysis step in both the positive and negative directions. Meanwhile, a time history relative displacement waveform between the first floor and a specific floor and maximum relative displacements in both the positive and negative directions are calculated from horizontal earthquake information acquired by the first and second sensors. Then, in the positive direction, an analysis step with the smallest difference in the positive direction is identified so that the difference between the maximum relative displacement in the positive direction and the relative displacement of the specific floor relative to the first floor in the positive direction is minimized. Similarly, in the negative direction, an analysis step with the smallest difference in the negative direction is identified so that the difference between the maximum relative displacement in the negative direction and the relative displacement of the specific floor relative to the first floor in the negative direction is minimized. This allows us to identify the minimum difference analysis step of the static incremental analysis that shows the characteristics closest to the earthquake information in both the positive and negative directions, even if the earthquake information differs in the horizontal direction due to, for example, long-term loads or structural asymmetry. Therefore, by maintaining the phase of the time history relative displacement waveform for each parameter of each story and component, and stretching the time history relative displacement waveform in the amplitude direction so that the maximum relative displacement of the time history relative displacement waveform in both the positive and negative directions matches the response value of the parameter in the minimum difference analysis step, we can estimate the time history waveform for each parameter with high accuracy. This improves the accuracy of determining the soundness of the building.

[0009] In another aspect of the present invention, the parameter is an inter-story deformation angle or a story plasticity factor when the analysis target is the story, or an inter-member deformation angle or a member plasticity factor when the analysis target is the member, and the time history waveform estimation unit estimates a time history inter-story deformation angle waveform or a time history story plasticity factor waveform as the time history waveform when the analysis target is the story, or estimates a time history inter-member deformation angle waveform or a time history member plasticity factor waveform when the analysis target is the member, and the soundness assessment unit evaluates the degree of damage based on the time history inter-story deformation angle waveform, the time history story plasticity factor waveform, the time history inter-member deformation angle waveform, or the time history member plasticity factor waveform, and if the parameter includes the story plasticity factor or the member plasticity factor, the soundness assessment unit further calculates a cumulative plastic deformation magnification based on the story plasticity factor or the member plasticity factor, and evaluates the degree of damage based on the cumulative plastic deformation magnification. According to the above configuration, whether the analysis target is a story or a member, it is possible to appropriately estimate the time history waveform related to the parameter to be analyzed. [Effects of the Invention]

[0010] According to the present invention, it is possible to provide a building integrity evaluation system that can evaluate the degree of damage for each floor and each component that makes up a building, accurately determine the integrity of the building, and can be implemented with a simple configuration. [Brief explanation of the drawings]

[0011] [Figure 1] 1 is a diagram showing a schematic configuration of a building soundness evaluation system according to an embodiment of the present invention; [Figure 2] FIG. 10 is an explanatory diagram showing a state in which static incremental analysis is applied to a three-dimensional frame model. [Figure 3] FIG. 2 is a diagram for explaining members that constitute a three-dimensional framework model. [Figure 4] FIG. 1 is an explanatory diagram of a time history waveform of relative displacement between the first floor and a specific floor of a building. [Figure 5] FIG. 10 is a diagram showing an example of the inter-story deformation angle of each story in a certain analysis step of a static incremental analysis. [Figure 6] FIG. 10 is a diagram illustrating how the time history waveform of a response value is estimated based on the time history waveform of relative displacement between the first floor and a specific floor of a building. [Figure 7] This is an example of a performance value table for each frame structure, reinforced concrete and steel frame. [Figure 8] 1 is a flowchart showing the flow of a method for evaluating the soundness of a building using the building soundness evaluation system of this embodiment. [Figure 9] FIG. 1 is a plan view of a reinforced concrete rigid-frame frame used as a verification target in a verification example of the building integrity evaluation system in the above embodiment. [Figure 10] This is a frame diagram of the above-mentioned reinforced concrete rigid frame structure. [Figure 11] 10 is a graph showing the load-deformation relationship when static incremental analysis is applied to the above-mentioned reinforced concrete rigid frame structure. [Figure 12] This figure shows the correct value and the response value estimated by the building integrity evaluation system in the above embodiment when the main axial component Lv2 of the JR Takatori observation wave from the Southern Hyogo Prefecture Earthquake is applied to the above reinforced concrete rigid frame structure. [Figure 13] FIG. 10 is a diagram showing the correct value and the response value estimated by the building integrity evaluation system in the above embodiment when El-centro NS component Lv3 is applied to the above reinforced concrete rigid frame structure. [Figure 14] This is a plot of the relationship between the estimated story drift angle and the member plasticity ratio. [Figure 15] FIG. 1 is a plan view of a steel-framed rigid frame structure used as a verification target in a verification example of the building integrity evaluation system in the above embodiment. [Figure 16] This is a frame diagram of the above steel frame rigid frame structure. [Figure 17] 10 is a graph showing the load-deformation relationship when static incremental analysis is applied to the above steel frame rigid frame. [Figure 18]This figure shows the correct value and the response value estimated by the building integrity evaluation system in the above embodiment when the main axial component Lv2 of the JR Takatori observation wave from the Southern Hyogo Prefecture Earthquake is applied to the above steel-framed rigid frame structure. [Figure 19] This figure shows the correct value and the response value estimated by the building integrity evaluation system in the above embodiment when the main axial component Level 3 of the JR Takatori observation wave from the Southern Hyogo Prefecture Earthquake is applied to the above steel-framed rigid frame structure. [Figure 20] 1 is a graph showing the relationship between the plasticity factor of a structural frame (story) and the cumulative plastic deformation magnification. [Figure 21] 1 is a graph showing the relationship between the plasticity factor and cumulative plastic deformation ratio of a structural member (beam) in the JR Takatori Wave. DETAILED DESCRIPTION OF THE INVENTION

[0012] This invention is a building integrity assessment system that diagnoses and evaluates the integrity of buildings. In this system, static incremental analysis is performed in advance using a three-dimensional frame model that simulates the building, and the displacement response value of each story and each component is calculated for each analysis step. Based on each displacement response value and the maximum displacement obtained from acceleration records observed by sensors installed in the building, the system estimates the story deformation angle of each story and the degree of damage to each component, and evaluates the integrity of the building. Hereinafter, an embodiment of a building soundness evaluation system 10 according to the present invention will be described with reference to the accompanying drawings. A schematic configuration of a building health assessment system 10 according to this embodiment is shown in Fig. 1. The building health assessment system 10 diagnoses and assesses the health of a building when an earthquake occurs. The building 1 is constructed on the ground and has multiple stories 2 in the vertical direction. In this embodiment, the building 1 is constructed as a so-called rigid-frame structure. The number of stories and structure (reinforced concrete, steel frame, reinforced concrete, etc.) of the building 1 are not limited in any way. The building soundness evaluation system 10 includes an evaluation device 20, a first sensor 31, and a second sensor 32.

[0013] The first sensor 31 is provided on the first floor 2A of the building 1. More specifically, the first sensor 31 is provided on the floor of the first floor 2A of the building 1. The second sensor 32 is provided on a specific floor 2B above the first floor 2A of the building 1. More specifically, the second sensor 32 is provided on the floor of the specific floor 2B of the building 1. In this embodiment, the specific floor 2B is the top floor of the building 1. The specific floor 2B may be another floor, such as the rooftop floor of the building 1. When an earthquake occurs, the first sensor 31 and the second sensor 32 acquire earthquake information for each of the first floor 2A and the specific floor 2B. In particular, in this embodiment, when an earthquake occurs, the first sensor 31 and the second sensor 32 observe and acquire horizontal earthquake information, more specifically, horizontal time history acceleration waveforms, for each of the first floor 2A and the specific floor 2B. The first sensor 31 and the second sensor 32 each include a memory (not shown) and a communication unit (not shown). The first sensor 31 and the second sensor 32 each store the detected time history acceleration waveforms in the memory (not shown) as earthquake information. After the earthquake ends, the first sensor 31 and the second sensor 32 transfer the time history acceleration waveforms stored in the memory from the communication unit to the evaluation device 20 via the external network 100. Here, the external network 100 is, for example, a public wireless network that can communicate wirelessly with the communication unit. The communication unit transmits earthquake information detected by the first sensor 31 and the second sensor 32 to the evaluation device 20 via the external network 100 as shown in FIG.

[0014] The evaluation device 20 is connected to an external network 100 wirelessly or via a wire. The evaluation device 20 evaluates the soundness of the building 1 based on earthquake information detected by the first sensor 31 and the second sensor 32. More specifically, the evaluation device 20 evaluates the degree of damage to each story 2 and each component of the building 1 based on the earthquake information, and determines and evaluates the soundness of the building 1. The evaluation device 20 includes a static increment analysis unit 21 , a relative displacement calculation unit 22 , an analysis step identification unit 23 , a time history waveform estimation unit 24 , and a soundness determination unit 25 .

[0015] Fig. 2 is an explanatory diagram showing a state in which static incremental analysis is applied to a space frame model, and Fig. 3 is a diagram for explaining members that constitute the space frame model. The static incremental analysis unit 21 performs a static incremental analysis using a three-dimensional frame model M that simulates the building 1 before or after an earthquake occurs. The static increment analysis unit 21 targets each of the stories 2 of the building 1 and estimates the response values of the parameters to be analyzed for each story 2 . Furthermore, the static increment analysis unit 21 targets each of the components 3 constituting the building 1 and estimates the response value of each component 3 for the parameters to be analyzed for that component 3. In the three-dimensional frame model M, the members 3 include columns 4, beams 5, and column-beam joints 6. The three-dimensional frame model M is generated by replacing the columns 4 and beams 5 of the actual building 1 with wire rods that can take into account deformation in the axial, shear, bending, and torsional directions, for example. Because both ends of the columns 4 and beams 5 become plastic during an earthquake, response values are estimated for each of the two ends 4a, 4b, 5a, and 5b. In the three-dimensional frame model M, the column-beam joints 6 are treated as panels composed of, for example, rigid beams 6a and diagonal members 6b made of elastic-plastic spring elements.

[0016] In static push-pull analysis, the load acting on the three-dimensional frame model M of the building 1, i.e., the seismic force, is increased stepwise, and the behavior of the building 1 is analyzed at each analysis step, which is the increasing stage. In static push-pull analysis, the Ai distribution, which is the external force distribution, is determined from the height of the building 1, the weight of each story 2, and the primary design natural period. In static push-pull analysis, calculations are performed so that the external force is gradually increased while maintaining the Ai distribution A. In each analysis step, the static pushover analysis unit 21 calculates the response value of each parameter to be analyzed for each story 2. The parameters for story 2 are the story drift angle or the story ductility factor. In this embodiment, when the analysis target is story 2, the static pushover analysis is performed using both the story drift angle and the story ductility factor as parameters for calculating the response value. Therefore, the response values of the story drift angle and the story ductility factor are calculated for each story 2 in each analysis step. Either the story drift angle or the story ductility factor may be used as the parameter. Furthermore, the static incremental analysis unit 21 calculates the response value of each parameter to be analyzed for each member 3 in each analysis step. The parameters for the member 3 are the inter-member deformation angle or the member plasticity factor. In this embodiment, when the analysis target is a member 3, the static incremental analysis is performed using both the inter-member deformation angle and the member plasticity factor as parameters for calculating the response value. Therefore, the response values of the inter-member deformation angle and the member plasticity factor are calculated for each member 3 in each analysis step. Either the inter-member deformation angle or the member plasticity factor may be used as the parameter.

[0017] In this way, the static incremental analysis unit 21 calculates the response value for each parameter to be analyzed for each story 2 and each member 3 for each analysis step. As described above, in a static push-pull analysis, response values for common parameters are calculated for each story 2 or each member 3. For example, if the building 1 has 10 stories 2 and 30 members 3, and a static push-pull analysis is performed for each story 2 and each member 3 using one and two parameters, respectively, the number of calculated response values may be, for example, 10 x 1 + 30 x 2 = 70. Hereinafter, for ease of explanation, assuming that the number of calculated response values (70 in the above example) is n, each parameter is represented for each story 2 and each member 3 as an array, for example, (first floor story deformation angle, first floor story plasticity factor, second floor story deformation angle, ..., top floor story plasticity factor, first column story deformation angle, ...), corresponding to each of these response values. For convenience, this is expressed as parameter j (j = 1, 2, ..., n). In this case, if i is the analysis step number, the response value is expressed as x (i、j) It can be expressed as:

[0018] 2, the static increment analysis unit 21 performs a static increment analysis by applying an external force to the building 1 in one direction along the horizontal direction (hereinafter, this direction will be referred to as the positive direction D1). The static increment analysis unit 21 also performs a static increment analysis by applying an external force to the building 1 in a negative direction D2 that is opposite to the positive direction D1, in the same manner as in the positive direction D1. In this way, the static incremental analysis unit 21 calculates the response value x of the parameter j to be analyzed for each story 2 and each member 3 for each analysis step i in the positive direction D1 and the negative direction D2. (i、j) Calculate.

[0019] After an earthquake occurs, the relative displacement calculation unit 22 receives earthquake information detected by the first sensor 31 and the second sensor 32, that is, the time history acceleration waveform in the horizontal direction, via the network 100. FIG. 4 is an explanatory diagram of a time history waveform of relative displacement between the first floor and a specific floor of a building. The relative displacement calculation unit 22 calculates the time history absolute displacement waveform of the first floor 2A floor by performing a second-order integration of the time history acceleration waveform acquired by the first sensor 31. The relative displacement calculation unit 22 also calculates the time history absolute displacement waveform of the specific floor 2B floor by performing a second-order integration of the time history acceleration waveform acquired by the second sensor 32. The relative displacement calculation unit 22 then calculates the time history relative displacement waveform u(t) between the first floor 2A and the specific floor 2B by calculating the difference between the time history absolute displacement waveform of the first floor 2A floor and the time history absolute displacement waveform of the specific floor 2B floor. The time history relative displacement waveform u(t) generated as described above has a waveform shape such that the value is 0 during periods when no earthquake occurs, a positive value when an earthquake occurs and building 1 tilts in the positive direction D1, and a negative value when building 1 tilts in the negative direction D2.

[0020] Next, the relative displacement calculation unit 22 calculates the maximum positive relative displacement u when an earthquake occurs and the building 1 tilts in the positive direction D1. + max This maximum positive relative displacement u + max The value of is the maximum peak value, i.e., the largest value, of the time history relative displacement waveform u(t). Furthermore, the relative displacement calculation unit 22 calculates the maximum negative relative displacement u when an earthquake occurs and the building 1 tilts in the negative direction D2. - max This maximum negative relative displacement u - max The value of is the maximum peak value in the negative direction of the time history relative displacement waveform u(t), i.e., the smallest value in the waveform. In this way, the relative displacement calculation unit 22 calculates, from the earthquake information, the time history relative displacement waveform u(t) between the first floor 2A and the specific floor 2B and the maximum relative displacement u(t) which is the maximum peak value of the time history relative displacement waveform u(t). + max , u - max and are calculated. Furthermore, the relative displacement calculation unit 22 calculates the maximum relative displacement u in each of the positive direction D1 and the negative direction D2. + max , u -max Calculate.

[0021] The analysis step identification unit 23 calculates the relative displacement of the specific floor 2B with respect to the first floor 2A at each analysis step from the results of the static incremental analysis. In static incremental analysis, an increasing external force is applied to each story 2, and the absolute displacement of each story 2 is calculated by balancing the forces. Based on this, the relative displacement of a specific story 2B with respect to the first floor 2A is calculated. In other words, the relative displacement of a specific story 2B with respect to the first floor 2A can be obtained directly from the results of static incremental analysis. Alternatively, for example, if the inter-story deformation angle is included as a parameter related to story 2, the relative displacement of a specific story 2B with respect to the first floor 2A may be calculated by accumulating the inter-story deformation angles of each story 2. The analysis step identification unit 23 calculates the relative displacement of the specific floor 2B with respect to the first floor 2A in each of the positive direction D1 and the negative direction D2 at each of the analysis steps.

[0022] FIG. 5 is a diagram showing an example of the inter-story deformation angle of each story in a certain analysis step of the static incremental analysis. Next, the analysis step identification unit 23 identifies the maximum positive relative displacement u from among the analysis steps i when a static incremental analysis is performed so as to apply an external force in the positive direction D1. + max The analysis step that minimizes the difference between the relative displacement of the specific floor 2B in the positive direction D1 and the first floor 2A is called the positive difference minimum analysis step i + max The positive difference minimum analysis step i identified in this way is + max In the analysis step i, when a static incremental analysis is performed to apply an external force in the positive direction D1, it can be considered that the state in which the external force is applied is closest to the state in which the building 1 tilts in the positive direction D1 due to an actual earthquake. Therefore, this positive difference minimum analysis step i + maxIn this case, it can be considered that each floor 2 and each component 3 is in a state similar to the state of that floor 2 or component 3 when an earthquake occurs. Thereafter, the analysis step identification unit 23 identifies the positive difference minimum analysis step i from the results of the static incremental analysis performed by applying an external force in the positive direction D1. + max The response value x of each parameter j (j=1, 2, ..., n) of each story 2 and each member 3 in (i + max、j) Get.

[0023] Similarly, the analysis step identification unit 23 identifies the maximum negative relative displacement u from among the analysis steps i when a static incremental analysis is performed so as to apply an external force in the negative direction D2. - max The analysis step that minimizes the difference between the relative displacement of the specific floor 2B with respect to the first floor 2A in the negative direction D2 is called the negative difference minimum analysis step i - max The negative difference minimum analysis step i identified in this way is - max In the analysis step i, when a static incremental analysis is performed to apply an external force in the negative direction D2, it can be considered that the state in which the external force is applied is closest to the state in which the building 1 tilts in the negative direction D2 due to an actual earthquake. Therefore, this negative difference minimum analysis step i - max In this case, it can be considered that each floor 2 and each component 3 is in a state similar to the state of that floor 2 or component 3 when an earthquake occurs. Thereafter, the analysis step identification unit 23 determines the negative difference minimum analysis step i from the result of the static incremental analysis performed by applying an external force in the negative direction D2. - max The response value x of each parameter j (j=1, 2, ..., n) of each story 2 and each member 3 in (i - max、j) Get.

[0024] In this way, the analysis step identification unit 23 determines the maximum relative displacement u calculated by the relative displacement calculation unit 22. + max , u - max The analysis step i that minimizes the difference between the relative displacement of the specific floor 2B and the first floor 2A is called the difference minimum analysis step i. + max , i - max Identify as: Furthermore, the analysis step identification unit 23 calculates the maximum relative displacement u in each of the positive direction D1 and the negative direction D2. + max , u - max and the difference between the relative displacement of the specific floor 2B with respect to the first floor 2A in the directions D1 and D2 is minimized, + max , i - max Identify.

[0025] The time history waveform estimation unit 24 performs a difference minimum analysis step i for each parameter j (j=1, 2, ..., n) of each of the floors 2 and members 3. + max , i - max Response value x at (i + max、j) , x (i - max、j) (j=1, 2, ..., n), adjust the time history relative displacement waveform u(t) to obtain the time history waveform x for the parameter j. p j Estimate (t) (j=1, 2, ..., n). FIG. 6 is a diagram illustrating how the time history waveform of the response value is estimated based on the time history waveform of the relative displacement between the first floor and a specific floor of a building. Conceptually, the time history waveform estimation unit 24 estimates the time history waveform x corresponding to each parameter j (j=1, 2, . . . , n) so as to maintain the phase of the time history relative displacement waveform u(t). p j(t) (j=1, 2, ..., n). The time history waveform estimation unit 24 estimates the time history waveform x p j The maximum peak value in the positive direction D1 of (t) is the response value x (i + max、j) and the maximum peak value of the negative direction D2 is the response value x (i - max、j) The time history relative displacement u(t) is stretched or contracted in the direction of amplitude so that it coincides with

[0026] Such a waveform deformation can be expressed by the following equation (1). x p j (t)=a×u(t)+x j0 …(1) a and x in the above formula (1) j0 is expressed by the following equations (2) and (3). a=(x (i + max、j) -x (i - max、j) ) / (u + max -u - max ) …(2) x j0 =(x (i - max、j) ×u + max -x (i + max、j) ×u - max ) / (u + max -u - max ) …(3)

[0027] In this way, the time history waveform estimation unit 24 maintains the phase of the time history relative displacement waveform u(t) for each parameter j (j=1, 2, ..., n) of each of the stories 2 and members 3, and determines whether the maximum relative displacement of the time history relative displacement waveform u(t) is greater than the minimum difference analysis step i in both the positive direction D1 and the negative direction D2. +max , i - max The response value x of the parameter j at (i + max、j) , x (i - max、j) By stretching and contracting the time history relative displacement waveform u(t) in the amplitude direction so that it coincides with the time history waveform x p j Estimate (t). As a result, for each parameter j (j=1, 2, ..., n) of each of the floor 2 and the member 3, a time history waveform x p j (t) is estimated. When the analysis target is story 2, the time history waveform estimation unit 24 estimates a time history story deformation angle waveform or a time history story ductility factor waveform as the time history waveform, and when the analysis target is member 3, it estimates a time history member deformation angle waveform or a time history member ductility factor waveform. As already explained, in this embodiment, the parameters are the inter-story deformation angle, story ductility factor, inter-member deformation angle, and member ductility factor. Therefore, in this embodiment, when the analysis target is story 2, the time history waveform estimation unit 24 estimates both the time history story deformation angle waveform and the time history story ductility factor waveform as the time history waveform, and when the analysis target is member 3, it estimates both the time history member deformation angle waveform and the time history member ductility factor waveform.

[0028] The soundness determination unit 25 calculates the time history waveform x estimated for each of the related parameters j for each story 2 and each member 3. p j (t), the degree of damage is evaluated and the soundness of the building 1 is determined. The soundness determination unit 25 evaluates the degree of damage to each story 2 and each member 3 based on the time history story deformation angle waveform, the time history story plasticity factor waveform, the time history member deformation angle waveform, or the time history member plasticity factor waveform. In this embodiment, the parameters are the story deformation angle, the story plasticity factor, the member deformation angle, and the member plasticity factor. Therefore, in this embodiment, the soundness determination unit 25 evaluates the degree of damage to each story 2 and each member 3 based on the time history story deformation angle waveform, the time history story plasticity factor waveform, the time history member deformation angle waveform, and the time history member plasticity factor waveform.

[0029] The soundness determination unit 25 determines the time history waveform x estimated by the time history waveform estimation unit 24 as described above. p j (t) is compared with a threshold value to determine the soundness of building 1. Figure 7 shows an example of a performance numerical table for each frame structure, reinforced concrete and steel frame. In a reinforced concrete building 1, the soundness of the building 1 can be determined by the maximum story drift angle (R) and the maximum plasticity factor (μ) as shown in Figure 7. In a steel-frame building 1, the soundness of the building 1 can be determined by the cumulative plastic deformation magnification (η) in addition to the maximum story drift angle (R) and the maximum plasticity factor (μ). Therefore, the time history waveform x estimated as above can be used to determine the soundness of the building 1. p j Based on (t), the maximum story drift angle, maximum plasticity ratio, and cumulative plastic deformation magnification can be calculated to determine the soundness of Building 1. The cumulative plastic deformation ratio of each story 2 and each member 3 is calculated, for example, by the time history waveform x of the story plasticity ratio and member plasticity ratio estimated as described above. p j When (t) exceeds the elastic range, the absolute value of the increment can be calculated by accumulating the increment. In this case, the elastic range is set to -1.0 to 1.0 in the initial state, and once plasticity occurs, the range is set to the point where the absolute value of the plasticity ratio changes from the start of unloading to 2.0. In this way, when the parameters include the layer plasticity factor or the member plasticity factor, the soundness determination unit 25 calculates the cumulative plastic deformation magnification based on the layer plasticity factor or the member plasticity factor, and evaluates the degree of damage based on the cumulative plastic deformation magnification.

[0030] Furthermore, in the case of a steel-framed building 1, the soundness assessment unit 25 can be configured to determine the degree of damage using the maximum plasticity rate and cumulative plastic deformation magnification of the steel frame member 3, and to determine that the member 3 has fractured based on the degree of damage. For example, if the cumulative plastic deformation ratio is η, the equivalent number of cycles of the member is N e can be expressed by the following equation (4).

number

number

number

[0031] Next, a method for evaluating the soundness of a building 1 using the above-described building soundness evaluation system will be described with reference to Figures 1 to 7 and 8. Figure 8 is a flowchart showing the flow of a method for evaluating the soundness of a building using the building soundness evaluation system in this embodiment. The static incremental analysis unit 21 performs a static incremental analysis using a three-dimensional frame model M that simulates the building 1 before or after an earthquake occurs (step S1). The static increment analysis unit 21 targets each of the stories 2 of the building 1 and estimates the response values of the parameters to be analyzed for each story 2 . Furthermore, the static increment analysis unit 21 targets each of the components 3 constituting the building 1 and estimates the response value of each component 3 for the parameters to be analyzed for that component 3. The static incremental analysis unit 21 calculates a response value x for each parameter j (j=1, 2, . . . , n) to be analyzed for each story 2 and each member 3 at each analysis step i. (i、j) Calculate. The static incremental analysis unit 21 calculates the response value x of the parameter j to be analyzed for each story 2 and each member 3 for each analysis step i in the positive direction D1 and the negative direction D2. (i、j) Calculate.

[0032] After an earthquake occurs, the relative displacement calculation unit 22 receives earthquake information detected by the first sensor 31 and the second sensor 32, that is, the time history acceleration waveform in the horizontal direction, via the network 100. The relative displacement calculation unit 22 calculates, from the earthquake information, a time history relative displacement waveform u(t) between the first floor 2A and the specific floor 2B and a maximum relative displacement u(t) which is the maximum peak value of the time history relative displacement waveform u(t). + max , u - max and are calculated (step S2).

[0033] The analysis step identification unit 23 identifies the maximum relative displacement u calculated by the relative displacement calculation unit 22. + max , u - max The analysis step i that minimizes the difference between the relative displacement of the specific floor 2B and the first floor 2A is called the difference minimum analysis step i. + max , i - max (Step S3). Furthermore, the analysis step identification unit 23 calculates the maximum relative displacement u in each of the positive direction D1 and the negative direction D2. + max , u - max and the relative displacement of the specific floor 2B with respect to the first floor 2A in the directions D1 and D2 are minimized, so that the difference between the + max , i - max Identify.

[0034] The time history waveform estimation unit 24 performs a difference minimum analysis step i for each parameter j (j=1, 2, ..., n) of each of the floors 2 and members 3. + max , i- max Response value x at (i + max、j) , x (i - max、j) (j=1, 2, ..., n), adjust the time history relative displacement waveform u(t) to obtain the time history waveform x for the parameter j. p j (t) (j=1, 2, ..., n) is estimated (step S4). The time history waveform estimation unit 24 maintains the phase of the time history relative displacement waveform u(t) for each parameter j (j=1, 2, ..., n) of each of the stories 2 and members 3, and determines whether the maximum relative displacement of the time history relative displacement waveform u(t) is greater than or equal to the minimum difference analysis step i in the positive direction D1 and the negative direction D2. + max , i - max The response value x of the parameter j at (i + max、j) , x (i - max、j) By stretching and contracting the time history relative displacement waveform u(t) in the amplitude direction so that it coincides with the time history waveform x p j Estimate (t).

[0035] The soundness determination unit 25 calculates the time history waveform x estimated for each of the related parameters j for each story 2 and each member 3. p j Based on (t), the degree of damage is evaluated and the soundness of the building 1 is judged (step S5).

[0036] The building health assessment system 10 as described above diagnoses and assesses the health of the building 1, and performs static incremental analysis using a three-dimensional frame model M that simulates the building 1. For each analysis step i, a response value x is calculated for each parameter j to be analyzed for each story 2 and each member 3. (i、j)a static increment analysis unit 21 that calculates the relative displacement waveform u(t) between the first floor 2A and the specific floor 2B from the earthquake information; a first sensor 31 and a second sensor 32 that are installed on the first floor 2A and the specific floor 2B above the building 1, respectively, and that acquire earthquake information for the first floor 2A and the specific floor 2B; and a time history relative displacement waveform u(t) between the first floor 2A and the specific floor 2B from the earthquake information. + max , u - max and a relative displacement calculation unit 22 that calculates the maximum relative displacement u + max , u - max The analysis step i that minimizes the difference between the relative displacement of the specific floor 2B and the first floor 2A obtained from the static incremental analysis is called the difference minimum analysis step i. + max , i - max The analysis step identification unit 23 identifies the difference minimum analysis step i for each parameter j of each of the story 2 and the member 3. + max , i - max Response value x at (i、j) Based on this, the time history relative displacement waveform u(t) is adjusted to obtain the time history waveform x for the parameter j. p j and a time history waveform estimation unit 24 for estimating the time history waveform x(t) estimated for each of the related parameters j for each of the stories 2 and members 3. p j and a soundness determination unit 25 that evaluates the degree of damage based on (t) and determines the soundness of the building 1. According to the above-described configuration, by performing a static incremental analysis using a three-dimensional frame model M simulating a building 1, a response value x is calculated for each parameter j to be analyzed, such as a story deformation angle, a story plasticity factor, a member deformation angle, and a member plasticity factor, for each story 2 and each member 3. (i、j)is calculated for each analysis step i. On the other hand, a time history relative displacement waveform u(t) between the first floor 2A and the specific floor 2B is calculated from earthquake information for each of the first floor 2A and the specific floor 2B acquired by a first sensor 31 and a second sensor 32 installed on the first floor 2A and the specific floor 2B above the building 1, and a maximum relative displacement u(t) is calculated, which is the maximum peak value of the time history relative displacement waveform u(t). + max , u - max Then, the relative displacement of the specific floor 2B to the first floor 2A obtained from the results of the static incremental analysis and the maximum relative displacement u + max , u - max The analysis step i that minimizes the difference between + max , i - max The differential minimum analysis step i identified in this way is + max , i - max The response value x of each parameter j in (i、j) can be considered to be the response value j in multiple analysis steps i of the static incremental analysis that shows the characteristics closest to the actually observed earthquake information. Therefore, for each parameter j of each story 2 and member 3, + max , i - max Response value x at (i、j) Based on this, by adjusting the time history relative displacement waveform u(t), the time history waveform x for the parameter j is obtained. p j In this way, the time history waveform x(t) obtained for each parameter j can be estimated with high accuracy. p j Since the soundness of the building 1 is determined based on (t), the accuracy of determining the soundness of the building 1 can be improved. In addition, in the above configuration, for each member 3, a time history waveform x regarding a parameter j to be analyzed is p jAlthough (t) can be estimated, it is not necessary to provide a sensor for each member 3. Therefore, a particularly large number of sensors are not required, and the configuration can be simplified. In this way, it is possible to provide a building integrity assessment system 10 that can evaluate the degree of damage for each floor 2 and each component 3 that make up the building 1, accurately determine the integrity of the building 1, and can be implemented with a simple configuration.

[0037] The first sensor 31 and the second sensor 32 acquire earthquake information in the horizontal direction, and the static increment analysis unit 21 performs static increment analysis in a positive direction D1 along the horizontal direction and a negative direction D2 facing opposite to the positive direction D1, and calculates the response value x of each parameter j for each analysis step i. (i、j) The relative displacement calculation unit 22 calculates the maximum relative displacement u in each of the positive direction D1 and the negative direction D2. + max , u - max The analysis step identification unit 23 calculates the maximum relative displacement u in each of the positive direction D1 and the negative direction D2. + max , u - max and the difference between the relative displacement of the specific floor 2B in the direction to the first floor 2A is minimized, + max , i - max The time history waveform estimation unit 24 identifies the maximum relative displacement u(t) of the time history relative displacement waveform u(t) in each of the positive direction D1 and the negative direction D2, while maintaining the phase of the time history relative displacement waveform u(t) for each parameter j of each of the story 2 and the member 3. + max , u - max is the difference minimum analysis step i + max , i - max The response value x of the parameter j at (i + max、j) , x (i -max、j) By stretching and contracting the time history relative displacement waveform u(t) in the amplitude direction so that it coincides with the time history waveform x p j Estimate (t). According to the above configuration, by performing the static incremental analysis in each of the positive direction D1 along the horizontal direction and the negative direction D2 facing opposite to the positive direction D1, the response value x of each parameter j for each analysis step i in each of the positive direction D1 and the negative direction D2 is calculated. (i、j) On the other hand, from the horizontal earthquake information acquired by the first sensor 31 and the second sensor 32, the time history relative displacement waveform u(t) between the first floor 2A and the specific floor 2B and the maximum relative displacement u in each of the positive direction D1 and the negative direction D2 are calculated. + max , u - max Then, in the positive direction D1, the maximum relative displacement u + max and the relative displacement of the specific floor 2B with respect to the first floor 2A in the forward direction D1, so that the difference between them is minimized, + max and the maximum relative displacement u in the negative direction D2 - max and the relative displacement of the specific floor 2B with respect to the first floor 2A in the negative direction D2, so that the difference between - max In this way, even if the characteristics of the horizontal positive direction D1 and negative direction D2 in the earthquake information differ due to, for example, long-term loads or asymmetry of the structure, the differential minimum analysis step i of the static incremental analysis that shows the characteristics closest to the earthquake information in each of the positive direction D1 and negative direction D2 can be identified. + max , i - max Therefore, for each parameter j of each of the story 2 and the member 3, the phase of the time history relative displacement waveform u(t) is maintained, and the maximum relative displacement u of the time history relative displacement waveform u(t) is identified in each of the positive direction D1 and the negative direction D2.+ max , u - max is the difference minimum analysis step i + max , i - max The response value x of the parameter j at (i + max、j) , x (i - max、j) The time history waveform x for each parameter j is calculated by stretching and contracting the time history waveform u(t) in the amplitude direction so that it coincides with p j (t) can be estimated with high accuracy, thereby improving the accuracy of determining the soundness of the building 1.

[0038] In addition, the parameter j is a story deformation angle or a story plasticity factor when the analysis object is story 2, and is a member deformation angle or a member plasticity factor when the analysis object is member 3. When the analysis object is story 2, the time history waveform estimation unit 24 p j As (t), a time history inter-story deformation angle waveform or a time history layer plasticity factor waveform is estimated, and in the case of member 3, a time history inter-member deformation angle waveform or a time history member plasticity factor waveform is estimated, and the soundness assessment unit 25 evaluates the degree of damage based on the time history inter-story deformation angle waveform, the time history layer plasticity factor waveform, the time history inter-member deformation angle waveform, or the time history member plasticity factor waveform, and if the parameter j includes a story plasticity factor or a member plasticity factor, the soundness assessment unit 25 further calculates a cumulative plastic deformation magnification based on the story plasticity factor or member plasticity factor, and evaluates the degree of damage based on the cumulative plastic deformation magnification. According to the above configuration, the time history waveform x regarding the parameter j to be analyzed is p j (t) can be estimated appropriately.

[0039] (Verification example) Next, a verification example of the building soundness evaluation system 10 according to the above embodiment will be described. First, a verification example regarding a reinforced concrete rigid-frame structure will be described. The subject was Building 1, which has a six-story rigid-frame structure. The material strength of Building 1 was assumed to be at the standard strength for both static incremental analysis and seismic response analysis. Figure 9 shows the floor plan of Building 1, and Figure 10 shows the frame diagram of Building 1. A static incremental analysis was performed on a three-dimensional frame model M that simulated the building 1, and the response values at each analysis step were collected. Fig. 11 is a graph showing the load-deformation relationship when the static incremental analysis was applied. The input seismic waves in the earthquake response analysis were four types: El-centro NS component, Hachinohe NS component, notification level 2 spectrum compatible wave random phase, and main axis component of the JR Takatori observation wave from the Southern Hyogo Prefecture Earthquake, and four input levels were targeted: Lv1, Lv1.5, Lv2, and Lv3. The response values of each floor 2 and each component 3 were estimated using the acceleration records of the first floor 2A and specific floor 2B (6th floor) obtained from the earthquake response analysis and the results of the static incremental analysis.

[0040] Fig. 12 is a diagram showing the correct values and the response values estimated by the building integrity evaluation system in the above embodiment when the main axis component Lv2 of the JR Takatori observation wave from the Hyogo-ken Nanbu Earthquake is applied to the above reinforced concrete rigid frame frame. Fig. 13 is a diagram showing the correct values and the response values estimated by the building integrity evaluation system in the above embodiment when the El-centro NS component Lv3 is applied to the above reinforced concrete rigid frame frame. Figures 12 and 13 confirm that the distribution of plasticity factors during an earthquake can be estimated with good accuracy. Figure 14 is a plot of the relationship between the estimated story drift angle and the member plasticity factor. It shows that by using not only the story drift angle, which is an indicator in general monitoring systems, but also the member plasticity factor in the evaluation, a more multifaceted evaluation is possible.

[0041] Next, a verification example regarding a steel frame rigid frame will be explained. The subject was Building 1, which has a four-story rigid frame structure. The columns were made of square steel pipes, the beams were H-shaped steel, the column-beam joints were through diaphragm type, and the column bases were exposed. The material strength was assumed to be the standard strength for both static incremental analysis and seismic response analysis. Figure 15 shows the floor plan of Building 1, and Figure 16 shows the frame diagram of Building 1. A static incremental analysis was performed on a three-dimensional frame model M that simulated the building 1, and the response values at each analysis step were collected. Fig. 17 is a graph showing the load-deformation relationship when the static incremental analysis was applied. The input seismic waves in the earthquake response analysis were four types: El-centro NS component, Hachinohe NS component, notification level 2 spectrum compatible wave random phase, and main axis component of the JR Takatori observation wave from the Southern Hyogo Prefecture Earthquake, and four input levels were targeted: Lv1, Lv1.5, Lv2, and Lv3. The response values of each floor 2 and each component 3 were estimated using the acceleration records of the first floor 2A and specific floor 2B (rooftop floor) obtained from the earthquake response analysis and the results of the static incremental analysis.

[0042] Fig. 18 is a diagram showing the correct values and the response values estimated by the building integrity evaluation system in the above embodiment when the main axis component Lv2 of the JR Takatori observation wave from the Hyogo-ken Nanbu Earthquake is applied to the above reinforced concrete rigid frame frame. Fig. 19 is a diagram showing the correct values and the response values estimated by the building integrity evaluation system in the above embodiment when the main axis component Lv3 of the JR Takatori observation wave from the Hyogo-ken Nanbu Earthquake is applied to the above reinforced concrete rigid frame frame. Figures 18 and 19 confirm that the distribution of plasticity factors during an earthquake can be estimated with good accuracy.

[0043] Furthermore, from the estimated plasticity rate time history of each member 3, the maximum plasticity rate and cumulative plastic deformation magnification were calculated using the above formulas (4) to (6), and the damage level to fatigue fracture was calculated. Figure 20 is a graph showing the relationship between the ductility factor of the structural frame (story) and the cumulative plastic deformation magnification. Figure 20 also shows the relationship between the ductility factor and the cumulative plastic deformation magnification (non-scallop values extracted). The ductility factor was estimated with high accuracy. Regarding the cumulative plastic deformation magnification, there was a large deviation for the notified random number phase and Hachinohe NS, which have a large long-period component, but it was estimated with good accuracy for El-centro NS and JR Takatori wave, which have a predominant short-period component. Figure 21 is a graph showing the relationship between the plasticity factor and cumulative plastic deformation magnification of structural members (beams) at JR Takatori-Nami. Figure 21 shows both the plasticity factor and cumulative plastic deformation magnification of steel-framed structures, and also plots the degree of damage using contour lines. By displaying the degree of damage, it becomes possible to evaluate damage taking into account two characteristics: the maximum plasticity factor (maximum deformation) and the cumulative plastic deformation magnification (absorbed energy). When viewed at the member level, there is a large discrepancy between the response value and the estimated value, but it can be seen that from the perspective of evaluating the degree of damage, the general trend can be grasped.

[0044] The building integrity assessment system of the present invention is not limited to the above-described embodiment explained with reference to the drawings, and various other modifications are conceivable within the technical scope thereof. For example, in the above embodiment, the response values are the inter-story deformation angle, the story plasticity factor, the inter-member deformation angle, and the member plasticity factor, but are not limited to this. If the analysis object is a story, the response value may be either the inter-story deformation angle or the story plasticity factor. Similarly, if the analysis object is a member, the response value may be either the inter-member deformation angle or the member plasticity factor.

[0045] Furthermore, in the above embodiment, static incremental analysis was performed for each of the positive direction (first positive direction) along the horizontal direction and the negative direction (first negative direction) facing opposite to the positive direction. In addition, static incremental analysis may also be performed for each of the second positive direction, which is a direction perpendicular to the positive direction in the horizontal plane, and the direction facing opposite to the second positive direction. In this case, the relative displacement calculation unit calculates the maximum relative displacement in each of the second positive direction and the second negative direction, the analysis step identification unit identifies a difference-minimizing analysis step so that the difference between the maximum relative displacement in each of the second positive direction and the second negative direction and the relative displacement of a specific floor relative to the first floor in each of the directions is minimized, and the time history waveform estimation unit may maintain the phase of the time history relative displacement waveform for each parameter of each story and component, and estimate the time history waveform for the parameter by stretching or shrinking the time history relative displacement waveform in the amplitude direction so that the maximum relative displacement of the time history relative displacement waveform in each of the second positive direction and the second negative direction matches the response value of the parameter in the difference-minimizing analysis step. In addition to this, it is possible to select and discard the configurations given in the above embodiments, or to change them to other configurations as appropriate. [Explanation of symbols]

[0046] 1 Building 23 Analysis Step Identification Section 2-layer 24-bit time history waveform estimation section 2A 1st floor 25 Soundness determination department 2B Specific floor 31 1st sensor 3 Component 32 Second sensor 10 Building Health Assessment System M Space Frame Model 21 Static Incremental Analysis D1 Positive Direction 22 Relative displacement calculation section D2 Negative direction

Claims

1. A building health assessment system for diagnosing and assessing the health of a building, comprising: a static incremental analysis unit that performs a static incremental analysis using a three-dimensional frame model that simulates the building, and calculates a response value for each parameter to be analyzed for each story and each member at each analysis step; a first sensor and a second sensor installed on the first floor of the building and a specific floor above the first floor, respectively, and configured to acquire earthquake information for the first floor and the specific floor; a relative displacement calculation unit that calculates, from the earthquake information, a time history relative displacement waveform between the first floor and the specific floor and a maximum relative displacement that is a maximum peak value of the time history relative displacement waveform; an analysis step identification unit that identifies, as a difference-minimizing analysis step, the analysis step that minimizes a difference between the maximum relative displacement and the relative displacement of the specific floor with respect to the first floor obtained from the result of the static incremental analysis; a time history waveform estimation unit that estimates a time history waveform for each of the parameters of each of the stories and the members by adjusting the time history relative displacement waveform based on the response value in the difference minimization analysis step; and a soundness determination unit that evaluates the degree of damage to each of the stories and the components based on the time history waveforms estimated for each of the related parameters and determines the soundness of the building; A building health assessment system comprising:

2. the first sensor and the second sensor acquire the earthquake information in a horizontal direction; the static incremental analysis unit performs the static incremental analysis in a positive direction along the horizontal direction and in a negative direction opposite to the positive direction, and calculates the response value of each of the parameters for each analysis step; the relative displacement calculation unit calculates the maximum relative displacement in each of the positive direction and the negative direction; the analysis step identification unit identifies the difference minimum analysis step so that, in each of the positive direction and the negative direction, the difference between the maximum relative displacement in that direction and the relative displacement of the specific floor with respect to the first floor in that direction is minimized; The time history waveform estimation unit maintains the phase of the time history relative displacement waveform for each of the parameters of each of the stories and the members, and estimates the time history waveform for the parameter by expanding or contracting the time history relative displacement waveform in the amplitude direction so that the maximum relative displacement of the time history relative displacement waveform in each of the positive direction and the negative direction coincides with the response value of the parameter in the difference minimization analysis step.

2. The building health assessment system according to claim 1, wherein:

3. The parameter is a story deformation angle or a story plasticity factor when the analysis target is the story, and is a member deformation angle or a member plasticity factor when the analysis target is the member, the time history waveform estimation unit, when the analysis target is the story, estimates a time history story deformation angle waveform or a time history story plasticity factor waveform as the time history waveform, and when the analysis target is the member, estimates a time history member deformation angle waveform or a time history member plasticity factor waveform; the soundness determination unit evaluates the degree of damage based on the time history story deformation angle waveform, the time history story plasticity factor waveform, the time history member deformation angle waveform, or the time history member plasticity factor waveform; When the parameters include the layer plasticity factor or the member plasticity factor, the soundness determination unit further calculates a cumulative plastic deformation magnification based on the layer plasticity factor or the member plasticity factor, and evaluates the degree of damage based on the cumulative plastic deformation magnification.

3. The building health assessment system according to claim 2.

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