JP6909112B2 - Building structure safety performance evaluation method and building structure safety performance evaluation system - Google Patents

Description

The present invention relates to a building structure safety performance evaluation method and a building structure safety performance evaluation system for evaluating the structural safety performance, which is the structural safety performance of a building immediately after an earthquake occurs.

When an earthquake occurs, the building shakes due to the earthquake motion, and the difference in horizontal displacement of each floor of the building appears as the inter-story deformation angle of the building.
As the seismic motion due to an earthquake increases, the degree of shaking of the building also increases, and the inter-story deformation angle of the building also increases.
As the interlayer deformation angle of the building increases, the internal strain of the members constituting the building also increases. For example, a part of the structural members of the building is plastically deformed beyond the elastic deformation, and the members are plasticized, so that the building is irreversible. Damage.
As the degree of shaking of the building becomes larger, the internal strain of the members constituting the building also becomes larger, the plasticization of the members further progresses, and the building continues to suffer irreversible damage, and as a result, the inter-story deformation angle of the building increases.

The seismic performance of buildings designed based on current seismic standards is at a level that prevents the collapse of buildings and protects human lives in the event of a large earthquake that occurs extremely rarely during the service period of the building. Is not designed with consideration for performance against aftershocks after a disaster. Moreover, it is not easy to know the magnitude of the earthquake motion that actually acted as the mainshock from the appearance of the building after the earthquake, and it takes a considerable amount of time and specialized knowledge to understand how much the building was damaged. Must be investigated based on. Moreover, the design does not reveal what seismic performance the damaged and damaged buildings will show against subsequent aftershocks, so the general public may actually be at risk of a secondary disaster. It is not easy to know if it is possible to get inside a building that seems to have experienced the tremors of one of the largest earthquakes.

It is empirically known that aftershocks occur after the mainshock. Generally, the magnitude of the seismic motion caused by the aftershock is smaller than the magnitude of the seismic motion caused by the mainshock.
It has been thought that if a building escapes collapse when the mainshock occurs and converges, the building will not be further damaged and will not collapse even if there is an aftershock after that.
However, recent reports of earthquake damage have revealed that aftershocks may occur after the mainshock to the same extent as the seismic motion caused by the mainshock.

Shortly after a major earthquake, experts will investigate potentially damaged buildings, focusing on visual inspections without going inside the building, and assess whether the building can continue to be used.
Buildings that appear to be minimally damaged as a result of expert research may be rated as "no trespassing."
After that, it is possible to receive a highly accurate evaluation by a detailed investigation by an expert, but if there are many buildings to be evaluated, the evaluation may take time.
There was a request to know if they could enter the building after the earthquake and before it was evaluated by an expert. In addition, there was a request to know the state of the interior of the building (for example, non-structural members such as ceilings or accommodations, production equipment lines) without entering the interior of the building.

JP-A-2015-127707 JP-A-2009-258038 JP-A-2016-164703

Press Release July 18, 2012 "Development of" Photographer "-Remote evaluation of building soundness against aftershocks"

The present invention has been devised in view of the above-mentioned requirements, and is a building structure safety performance evaluation method and a building structure safety performance evaluation that simply evaluates the structural safety performance, which is the structural safety performance of a building immediately after an earthquake occurs. Try to provide a system.

In order to achieve the above object, a building structure safety performance evaluation method for evaluating the structural safety performance, which is the structural safety performance of a building immediately after the occurrence of an earthquake according to the present invention, is applied to a relative between specific layers of a building. A preparatory process to prepare a horizontal displacement measuring device that can measure a typical horizontal displacement in chronological order,
Structural analysis is performed in advance based on the design information of the building, and the omnidirectional limit horizontal displacement value D (0 to 0), which is the limit horizontal displacement value D (θ) in the direction of the circumference 360 ° when viewed from above between the specific layers of the building. Obtained by measuring the relative horizontal displacement between the specific layers in time series by the horizontal displacement measuring device between the analysis process for obtaining 360 °) and the period from the occurrence of the shaking caused by the earthquake to the convergence of the shaking caused by the earthquake. A recording process that continuously records a plurality of horizontal displacement values arranged in a time series, and a comparison between the plurality of horizontal displacement values arranged in a time series and the omnidirectional limit horizontal displacement value when an earthquake converges. Therefore, it is provided with an evaluation process for evaluating the structural safety performance of the building.

In the configuration of the present invention, the preparation step prepares a horizontal displacement measuring device capable of measuring the relative horizontal displacement between specific layers of a building in chronological order. The analysis process analyzes the structure in advance based on the design information of the building, and is the limit horizontal displacement value D (θ) in the direction of the circumference 360 ° when viewed from above between the specific layers of the building. Find D (0 to 360 °). The recording process is a time series obtained by measuring the relative horizontal displacement between the specific layers in time series from the occurrence of the shaking caused by the earthquake to the convergence of the shaking caused by the earthquake. A plurality of horizontal displacement values arranged side by side are continuously recorded. The evaluation process evaluates the structural safety performance of the building by comparing the plurality of horizontal displacement values arranged in chronological order when the earthquake has converged with the omnidirectional limit horizontal displacement values.
As a result, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.

The building structure safety performance evaluation method according to the embodiment of the present invention will be described below. The present invention includes any of the embodiments described below, or a combination of two or more of them.

Further, in the building structure safety performance evaluation method according to the embodiment of the present invention, the limit horizontal displacement value D (θ) in the specific direction θ is tentatively caused by the first earthquake using a numerical model created based on the design information. If a second earthquake of the same magnitude causes a tremor immediately after the tremor occurs, the first earthquake when the horizontal deformation of the structural members of the building continues to increase due to the tremor of the second earthquake. It is a value that does not exceed the maximum amplitude value of the relative horizontal displacement of the time series in the specific direction θ between the specific layers while the shaking is generated.
According to the configuration of the embodiment according to the present invention, the limit horizontal displacement value D (θ) in the specific direction θ is set immediately after the shaking caused by the first earthquake using a numerical model created based on the design information. If the shaking caused by the second earthquake of the same magnitude occurs, the shaking caused by the first earthquake occurs when the horizontal deformation of the structural members of the building continues to increase due to the shaking of the second earthquake. It is a value that does not exceed the maximum amplitude value of the relative horizontal displacement of the time series in the specific direction θ between the specific layers.
As a result, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.

Further, in the building structure safety performance evaluation method according to the embodiment of the present invention, the limit horizontal displacement value D (θ) in the specific direction θ is tentatively caused by the first earthquake using a numerical model created based on the design information. If a second earthquake of the same magnitude causes a tremor immediately after the tremor occurs, the tremor of the first earthquake causes the structural members of the building to continue to suffer irreversible damage due to the tremor of the second earthquake. It is a value that does not exceed the maximum amplitude value of the relative horizontal displacement of the time series in the specific direction θ between the specific layers while the above is occurring.
According to the configuration of the embodiment according to the present invention, the limit horizontal displacement value D (θ) in the specific direction θ is set immediately after the shaking caused by the first earthquake using a numerical model created based on the design information. If a second earthquake of the same magnitude causes tremors, then the tremors of the first earthquake will continue to cause irreversible damage to the structural members of the building. It is a value that does not exceed the maximum amplitude value of the relative horizontal displacement of the time series in the specific direction θ between the specific layers.
As a result, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.

Further, the building structure safety performance evaluation method according to the embodiment of the present invention has a residual limit horizontal displacement value σ0, which is an acceptable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake has converged in advance. A residual limit horizontal displacement lower limit value smaller than the residual limit horizontal displacement value σ0 is set.
The limit horizontal displacement value D (θ) in the specific direction θ is the relative horizontal displacement remaining between the specific layers when the shaking caused by the first earthquake converges using a numerical model created based on the design information. The specific direction between the specific layers during the shaking caused by the first earthquake when a certain residual horizontal displacement value is equal to or less than the residual limit horizontal displacement value σ0 and becomes larger than the residual limit horizontal displacement lower limit value. It is the maximum amplitude value of the relative horizontal displacement of θ in the time series.
According to the configuration of the embodiment according to the present invention, the residual limit horizontal displacement value σ0 and the residual limit horizontal displacement value, which are the allowable limit values of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges in advance. The residual limit horizontal displacement lower limit value smaller than σ0 is set.
The limit horizontal displacement value D (θ) in the specific direction θ is the relative horizontal displacement remaining between the specific layers when the shaking caused by the first earthquake converges using a numerical model created based on the design information. The specific direction between the specific layers during the shaking caused by the first earthquake when a certain residual horizontal displacement value is equal to or less than the residual limit horizontal displacement value σ0 and becomes larger than the residual limit horizontal displacement lower limit value. It is the maximum amplitude value of the relative horizontal displacement of θ in the time series.
As a result, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.

Further, in the building structure safety performance evaluation method according to the embodiment of the present invention, the residual limit horizontal displacement value σ0, which is the allowable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges in advance, is set. The limit horizontal displacement value D (θ) in the specific direction θ is the relative horizontal remaining between the specific layers when the shaking caused by the first earthquake converges using a numerical model created based on the design information. Relative of the time series of the specific direction θ between the specific layers while the shaking due to the first earthquake occurs when the residual horizontal displacement value, which is the displacement, coincides with the residual limit horizontal displacement value σ0. This is the maximum amplitude value of horizontal displacement.
According to the configuration of the embodiment according to the present invention, the residual limit horizontal displacement value σ0, which is the allowable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges, is determined in advance, and the specific direction θ The limit horizontal displacement value D (θ) is a residual horizontal displacement which is a relative horizontal displacement remaining between specific layers when the shaking caused by the first earthquake converges using a numerical model created based on design information. The maximum amplitude value of the time-series relative horizontal displacement of the specific direction θ between the specific layers during the shaking caused by the first earthquake when the value matches the residual limit horizontal displacement value σ0. Is.
As a result, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.

Further, in the building structure safety performance evaluation method according to the embodiment of the present invention, the residual limit horizontal displacement value σ0, which is the allowable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges in advance, is set. The horizontal load distribution for building design, which is the distribution in the height direction of the horizontal load in the specific direction θ that will act on the building due to the shaking of the earthquake, is determined in advance, and the limit horizontal displacement value D (θ) in the specific direction θ. Is displaced based on the history law that is commonly used after statically applying a specific load, which is a load with a horizontal load distribution for building building design in the height direction, using a numerical model created based on design information. The said in the specific layer when the specific load is statically applied when the horizontal displacement in the specific direction θ remaining between the specific layers becomes a state corresponding to the residual limit horizontal displacement value σ0 when loaded. It is the value of the relative horizontal displacement in the specific direction θ.
According to the configuration of the embodiment according to the present invention, the residual limit horizontal displacement value σ0, which is an acceptable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges in advance, is determined. The horizontal load distribution for building design, which is the distribution of the horizontal load in the specific direction θ in the height direction, which will act on the building due to the shaking of the earthquake, is determined in advance. The limit horizontal displacement value D (θ) in the specific direction θ is a load having a horizontal load distribution for building building design in the height direction using a numerical model created based on design information. The specific load when the horizontal displacement of the specific direction θ remaining between the specific layers coincides with the residual limit horizontal displacement value σ0 when the load is unloaded based on the history law commonly used after the action. It is the value of the relative horizontal displacement of the specific direction θ between the specific layers when statically acted.
As a result, the limit horizontal displacement value D (θ) can be easily obtained.

Further, the building structure safety performance evaluation method according to the embodiment of the present invention compares a plurality of the horizontal displacement values arranged in chronological order from above in the evaluation step with the omnidirectional limit horizontal displacement value and is unilateral. Alternatively, the structural safety performance of the building is evaluated based on whether or not the plurality of horizontal displacement values exceed the omnidirectional limit horizontal displacement value at least once.
According to the configuration of the embodiment according to the present invention, the plurality of horizontal displacement values arranged in chronological order when viewed from above in the evaluation step are compared with the omnidirectional limit horizontal displacement value, and a single or a plurality of the horizontal displacements are compared. The structural safety performance of the building is evaluated based on whether or not the value exceeds the omnidirectional limit horizontal displacement value at least once.
As a result, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.

Further, in the building structure safety performance evaluation method according to the embodiment of the present invention, the residual limit horizontal displacement value σ0, which is the allowable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges in advance, is set. The structural safety performance of the building is evaluated based on whether or not the horizontal displacement value when the shaking due to the earthquake converges when viewed from above in the evaluation process exceeds the residual limit horizontal displacement value σ0.
According to the configuration of the embodiment according to the present invention, the residual limit horizontal displacement value σ0, which is an acceptable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges in advance, is determined. In the evaluation process, the structural safety performance of the building is evaluated based on whether or not the horizontal displacement value when the shaking due to the earthquake converges when viewed from above exceeds the residual limit horizontal displacement value σ0.
As a result, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.

Further, the building structure safety performance evaluation method according to the embodiment of the present invention includes a photographing step of photographing an indoor state when an earthquake has converged, and the horizontal displacement measuring device is a ceiling or floor between the specific layers. It has a marker fixed to one of them and a photographing device fixed to the other of the ceiling or floor between the specific layers and capable of photographing the marker, and when the earthquake converges in the photographing process, the photographing device looks at the line of sight. Shake to take a picture of the indoor condition.
According to the configuration of the embodiment according to the present invention, the photographing process photographs the state of the room when the earthquake has converged. The horizontal displacement measuring device has a marker fixed to one of the ceiling or the floor between the specific layers and a photographing device fixed to the other of the ceiling or the floor between the specific layers and capable of photographing the marker. When the earthquake has converged in the photographing process, the photographing device shakes its line of sight and photographs the state of the room.
As a result, the state of the interior of the building when the earthquake has converged can be easily evaluated.

In order to achieve the above object, a building structure safety performance evaluation system for evaluating the structural safety performance of a building after an earthquake according to the present invention is used to measure the relative horizontal displacement between specific layers of a building in a time series. The horizontal displacement measuring device is provided, and the structure is analyzed in advance based on the design information of the building, and the limit horizontal displacement value D (θ) in the direction of the circumference 360 ° when viewed from above between the specific layers of the building. The omnidirectional limit horizontal displacement value D (0 to 360 °) is obtained, and the horizontal displacement measuring device is relative to the specific location between the specific layers during the period from the occurrence of the earthquake to the convergence of the earthquake. The horizontal displacement is measured in time series and a plurality of horizontal displacement values arranged in time series are continuously recorded, and when the earthquake converges, the plurality of horizontal displacement values arranged in time series are recorded. The structural safety performance of the building was evaluated by comparing it with the omnidirectional limit horizontal displacement value.

In the configuration of the present invention, the horizontal displacement measuring device can measure the relative horizontal displacement between specific layers of the building in chronological order. Structural analysis is performed in advance based on the design information of the building, and the omnidirectional limit horizontal displacement value D (0 to 0), which is the limit horizontal displacement value D (θ) in the direction of the circumference 360 ° when viewed from above between the specific layers of the building. 360 °) is calculated. A plurality of horizontal displacement measuring devices arranged in a time series obtained by measuring the relative horizontal displacement at the specific location between the specific layers in a time series between the occurrence of the earthquake and the convergence of the earthquake. The horizontal displacement value of is continuously recorded. When the earthquake converges, the structural safety performance of the building is evaluated by comparing the plurality of horizontal displacement values arranged in chronological order with the omnidirectional limit horizontal displacement values.
As a result, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.

The building structure safety performance evaluation system according to the embodiment of the present invention will be described below. The present invention includes any of the embodiments described below, or a combination of two or more of them.

Further, in the building structure safety performance evaluation system according to the embodiment of the present invention, the limit horizontal displacement value D (θ) in the specific direction θ is tentatively caused by the first earthquake using a numerical model created based on the design information. If a second earthquake of the same magnitude causes a tremor immediately after the tremor occurs, the first earthquake when the horizontal deformation of the structural members of the building continues to increase due to the tremor of the second earthquake. It is a value that does not exceed the maximum amplitude value of the relative horizontal displacement of the time series in the specific direction θ between the specific layers while the shaking is generated.
According to the configuration of the embodiment according to the present invention, the limit horizontal displacement value D (θ) in the specific direction θ is set immediately after the shaking caused by the first earthquake using a numerical model created based on the design information. If the shaking caused by the second earthquake of the same magnitude occurs, the shaking caused by the first earthquake occurs when the horizontal deformation of the structural members of the building continues to increase due to the shaking of the second earthquake. It is a value that does not exceed the maximum amplitude value of the relative horizontal displacement of the time series in the specific direction θ between the specific layers.
As a result, the structural safety performance of the building can be easily evaluated by estimating the damage caused by the shaking caused by the earthquake.

Further, in the building structure safety performance evaluation system according to the embodiment of the present invention, the limit horizontal displacement value D (θ) in the specific direction θ is tentatively caused by the first earthquake using a numerical model created based on the design information. If a second earthquake of the same magnitude causes a tremor immediately after the tremor occurs, the tremor of the first earthquake causes the structural members of the building to continue to suffer irreversible damage due to the tremor of the second earthquake. It is a value that does not exceed the maximum amplitude value of the relative horizontal displacement of the time series in the specific direction θ between the specific layers while the above is occurring.
According to the configuration of the embodiment according to the present invention, the limit horizontal displacement value D (θ) in the specific direction θ is set immediately after the shaking caused by the first earthquake using a numerical model created based on the design information. If a second earthquake of the same magnitude causes tremors, then the tremors of the first earthquake will continue to cause irreversible damage to the structural members of the building. It is a value that does not exceed the maximum amplitude value of the relative horizontal displacement of the time series in the specific direction θ between the specific layers.
As a result, the structural safety performance of the building can be easily evaluated by estimating the damage caused by the shaking caused by the earthquake.

Further, the building structure safety performance evaluation system according to the embodiment of the present invention sets a residual limit horizontal displacement value σ0, which is an acceptable limit value of the relative horizontal displacement remaining between specific layers when the shaking due to the earthquake converges in advance. The limit horizontal displacement value D (θ) in the specific direction θ is the relative horizontal remaining between the specific layers when the shaking caused by the first earthquake converges using a numerical model created based on the design information. Relative of the time series of the specific direction θ between the specific layers while the shaking due to the first earthquake occurs when the residual horizontal displacement value, which is the displacement, coincides with the residual limit horizontal displacement value σ0. This is the maximum amplitude value of horizontal displacement.
According to the configuration of the embodiment according to the present invention, the residual limit horizontal displacement value σ0, which is an acceptable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges in advance, is determined. The limit horizontal displacement value D (θ) in the specific direction θ is the relative horizontal displacement remaining between the specific layers when the shaking caused by the first earthquake converges using a numerical model created based on the design information. Relative horizontal displacement of the time series in the specific direction θ between the specific layers during the shaking caused by the first earthquake when a certain residual horizontal displacement value matches the residual limit horizontal displacement value σ0. Is the maximum displacement value of.
As a result, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.

Further, the building structure safety performance evaluation system according to the embodiment of the present invention has a residual limit horizontal displacement value σ0, which is an acceptable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges in advance. The residual limit horizontal displacement lower limit value smaller than the residual limit horizontal displacement value σ0 is set, and the limit horizontal displacement value D (θ) in the specific direction θ is tentatively the first using a numerical model created based on the design information. The second when the residual horizontal displacement value, which is the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges, is equal to or less than the residual limit horizontal displacement value σ0 and is larger than the residual limit horizontal displacement lower limit value. It is the maximum amplitude value of the relative horizontal displacement of the time series in the specific direction θ between the specific layers while the shaking caused by one earthquake is occurring.
According to the configuration of the embodiment according to the present invention, the residual limit horizontal displacement value σ0 and the residual limit horizontal displacement value, which are the allowable limit values of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges in advance. The residual limit horizontal displacement lower limit value smaller than σ0 is set. The limit horizontal displacement value D (θ) in the specific direction θ is the relative horizontal displacement remaining between the specific layers when the shaking caused by the first earthquake converges using a numerical model created based on the design information. The specific direction between the specific layers during the shaking caused by the first earthquake when a certain residual horizontal displacement value is equal to or less than the residual limit horizontal displacement value σ0 and becomes larger than the residual limit horizontal displacement lower limit value. It is the maximum amplitude value of the relative horizontal displacement of θ in the time series.
As a result, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.

Further, the building structure safety performance evaluation system according to the embodiment of the present invention sets the residual limit horizontal displacement value σ0, which is the allowable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges in advance. The horizontal load distribution for building design, which is the distribution in the height direction of the horizontal load in the specific direction θ that will act on the building due to the shaking of the earthquake, is determined in advance, and the limit horizontal displacement value D (θ) in the specific direction θ. Is displaced based on the history law that is commonly used after statically applying a specific load, which is a load with a horizontal load distribution for building building design in the height direction, using a numerical model created based on design information. The said in the specific layer when the specific load is statically applied when the horizontal displacement in the specific direction θ remaining between the specific layers becomes a state corresponding to the residual limit horizontal displacement value σ0 when loaded. It is the value of the relative horizontal displacement in the specific direction θ.
According to the configuration of the embodiment according to the present invention, the residual limit horizontal displacement value σ0, which is an acceptable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges in advance, is determined. The horizontal load distribution for building design, which is the distribution in the height direction of the horizontal load in the specific direction θ that will act on the building due to the shaking of the earthquake, is determined in advance. The limit horizontal displacement value D (θ) in the specific direction θ is a load having a horizontal load distribution for building building design in the height direction using a numerical model created based on design information. The specific load when the horizontal displacement of the specific direction θ remaining between the specific layers coincides with the residual limit horizontal displacement value σ0 when the load is unloaded based on the history law commonly used after the action. It is the value of the relative horizontal displacement of the specific direction θ between the specific layers when statically acted.
As a result, the state of the interior of the building when the earthquake has converged can be easily evaluated.

Further, the building structure safety performance evaluation system according to the embodiment of the present invention compares a plurality of the horizontal displacement values arranged in chronological order when the earthquake converges with the omnidirectional limit horizontal displacement value. The structural safety performance of the building is evaluated based on whether or not the single or a plurality of the horizontal displacement values exceed the omnidirectional limit horizontal displacement value at least once.
According to the configuration of the embodiment according to the present invention, when the earthquake converges, the plurality of horizontal displacement values arranged in chronological order when viewed from above are compared with the omnidirectional limit horizontal displacement values, and one or more of the above. The structural safety performance of the building is evaluated based on whether or not the horizontal displacement value exceeds the omnidirectional limit horizontal displacement value at least once.
As a result, the state of the interior of the building when the earthquake has converged can be easily evaluated.

Further, the building structure safety performance evaluation system according to the embodiment of the present invention sets a residual limit horizontal displacement value σ0, which is an acceptable limit value of the relative horizontal displacement remaining between specific layers when the shaking due to an earthquake converges in advance. The structural safety performance of the building is evaluated based on whether or not the horizontal displacement value when the shaking due to the earthquake converges when viewed from above in the evaluation process exceeds the residual limit horizontal displacement value σ0.
According to the configuration of the embodiment according to the present invention, the residual limit horizontal displacement value σ0, which is an acceptable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges in advance, is determined. In the evaluation process, the structural safety performance of the building is evaluated based on whether or not the horizontal displacement value when the shaking due to the earthquake converges when viewed from above exceeds the residual limit horizontal displacement value σ0.
As a result, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.

Further, in the building structure safety performance evaluation system according to the embodiment of the present invention, the horizontal displacement measuring device has a marker fixed to one of the ceiling or floor between the specific layers and the ceiling or floor between the specific layers. It has a photographing device fixed to the other side and capable of photographing the marker, and when the earthquake converges in the photographing process, the photographing device shakes its line of sight and photographs the state of the room.
According to the configuration of the embodiment according to the present invention, the horizontal displacement measuring device is fixed to one of the ceiling or floor between the specific layers and the marker fixed to the other of the ceiling or floor between the specific layers. It has a photographing device capable of photographing. When the earthquake has converged, the photographing device shakes its line of sight and photographs the state of the room.
As a result, the state of the interior of the building when the earthquake has converged can be easily evaluated.

As described above, the building structure safety performance evaluation method and the building structure safety performance evaluation system according to the present invention have the following effects depending on their configurations.
The building is structurally analyzed in advance, and the omnidirectional limit horizontal displacement value D (0 to 360 °), which is the limit horizontal displacement value D (θ) in the direction of the circumference 360 ° when viewed from above between the specific layers of the building, is obtained. During the period from the occurrence of the earthquake to the convergence of the earthquake, the relative horizontal displacements between the plurality of specific layers arranged in the time series obtained by the horizontal displacement measuring device measured in time series are continuously performed. An earthquake occurred because the structural safety performance of the building was evaluated by recording and comparing the plurality of horizontal displacement values arranged in chronological order with the omnidirectional limit horizontal displacement values when the earthquake converged. The structural safety performance of the building can be easily evaluated when it is settled.
In addition, the limit horizontal displacement value D (θ) is that the shaking caused by the second earthquake of the same scale occurred immediately after the shaking caused by the first earthquake using the numerical model created based on the design information. Then, when the horizontal deformation of the structural members of the building continues to increase due to the shaking of the second earthquake, the time series of the specific direction θ between the specific layers during the shaking caused by the first earthquake. Since the value does not exceed the maximum amplitude value of the relative horizontal displacement of, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.
Further, the limit horizontal displacement value D (θ) is swayed by a second earthquake of the same magnitude immediately after the sway caused by the first earthquake, using a numerical model created based on the design information. If so, the time series of the specific direction θ between the specific layers during the shaking caused by the first earthquake when the structural members of the building continue to suffer irreversible damage due to the shaking of the second earthquake. Since the value does not exceed the maximum amplitude value of the relative horizontal displacement, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.
Further, the limit horizontal displacement value D (θ) is a relative horizontal displacement remaining between specific layers when the shaking caused by the first earthquake converges using a numerical model created based on the design information. When the horizontal displacement value is equal to or less than the residual limit horizontal displacement value σ0 and becomes larger than the residual limit horizontal displacement lower limit value, when the specific direction θ is between the specific layers during the shaking caused by the first earthquake. Since the maximum amplitude value of the relative horizontal displacement of the series is set, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.
Further, the limit horizontal displacement value D (θ) is a relative horizontal displacement remaining between specific layers when the shaking caused by the first earthquake converges using a numerical model created based on the design information. Maximum of time-series relative horizontal displacement in the specific direction θ between the specific layers during the shaking caused by the first earthquake when the horizontal displacement value matches the residual limit horizontal displacement value σ0. Since the displacement value is used, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.
Further, the limit horizontal displacement value D (θ) is statically acted on by a specific load which is a load having a horizontal load distribution for building building design in the height direction using a numerical model created based on design information. The specific load is static when the horizontal displacement of the specific direction θ remaining between the specific layers coincides with the residual limit horizontal displacement value σ0 when the load is unloaded based on the history law that is commonly used after that. Since it is set to be the value of the relative horizontal displacement of the specific direction θ between the specific layers when the force is applied to, the limit horizontal displacement value D (θ) can be easily obtained.
Further, the plurality of the horizontal displacement values arranged in chronological order when viewed from above are compared with the omnidirectional limit horizontal displacement value, and the single or a plurality of the horizontal displacement values perform the omnidirectional limit horizontal displacement value at least once. Since the structural safety performance of the building is evaluated based on whether or not it has been exceeded, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.
In addition, the residual limit horizontal displacement value σ0, which is the allowable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges, is set in advance, and the horizontal when the shaking caused by the earthquake converges when viewed from above. Since the structural safety performance of the building is evaluated based on whether or not the displacement value exceeds the residual limit horizontal displacement value σ0, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides. ..
Further, since the photographing device shakes the line of sight to photograph the indoor state when the earthquake has converged, the indoor state of the building when the earthquake has converged can be easily evaluated.
As a result, it is possible to provide a building structure safety performance evaluation method and a building structure safety performance evaluation system that simply evaluates the structural safety performance, which is the structural safety performance of a building immediately after an earthquake occurs.

It is a conceptual diagram of the building which has the building structure safety performance evaluation system which concerns on embodiment of this invention. It is a conceptual diagram of the building structure safety performance evaluation system which concerns on embodiment of this invention. It is a partially enlarged view of the marker of the building structure safety performance evaluation system of this invention. It is a functional block diagram of the building structure safety performance evaluation system of this invention. It is a flowchart of the building structure safety performance evaluation method of this invention. It is a conceptual diagram of the first and second earthquakes assumed by the building structure safety performance evaluation system of this invention. It is a conceptual diagram of an example of the numerical model of the building which concerns on embodiment of this invention. It is a graph figure of the seismic load / horizontal displacement of the building structure safety performance evaluation system of this invention. It is a horizontal load-horizontal displacement graph figure of the building which concerns on embodiment of this invention. It is a relationship diagram of the residual limit horizontal displacement value and the limit horizontal displacement value which concerns on embodiment of this invention. This is an example of the criteria of the building structure safety performance evaluation system of the present invention. This is an example of xy data of the building structure safety performance evaluation system of the present invention. This is an example of the horizontal displacement of the building structure safety performance evaluation system of the present invention. This is an example of the residual horizontal displacement of the building structure safety performance evaluation system of the present invention. FIG. 1 is another functional explanatory diagram of the building structure safety performance evaluation system of the present invention.

Hereinafter, the best mode for carrying out the present invention will be described with reference to the drawings.

First, the building structure safety performance evaluation method and the building structure safety performance evaluation system according to the embodiment of the present invention will be described with reference to the drawings.
FIG. 1 is a conceptual diagram of a building having a building structure safety performance evaluation system according to an embodiment of the present invention. FIG. 2 is a conceptual diagram of a building structure safety performance evaluation system according to an embodiment of the present invention. FIG. 3 is a partially enlarged view of a marker of the building structure safety performance evaluation system of the present invention. FIG. 4 is a functional block diagram of the building structure safety performance evaluation system of the present invention. FIG. 5 is a flowchart of the building structure safety performance evaluation method of the present invention. FIG. 7 is a conceptual diagram of an example of a numerical model of a building according to an embodiment of the present invention. FIG. 8 is a graph of seismic load / horizontal displacement of the building structure safety performance evaluation system of the present invention. FIG. 9 is a horizontal load-horizontal displacement graph of the building according to the embodiment of the present invention. FIG. 10 is a diagram showing the relationship between the residual limit horizontal displacement value and the limit horizontal displacement value according to the embodiment of the present invention. FIG. 11 is an example of the criteria of the building structure safety performance evaluation system of the present invention. FIG. 12 is an example of xy data of the building structure safety performance evaluation system of the present invention. FIG. 13 is an example of the horizontal displacement of the building structure safety performance evaluation system of the present invention.

The building structure safety performance evaluation method and the building structure safety performance evaluation system according to the embodiment of the present invention evaluate the structural safety performance which is the structural safety performance remaining in the building 10 immediately after the occurrence of an earthquake.

First, the building structure safety performance evaluation method and the building 10 to which the building structure safety performance evaluation system according to the embodiment of the present invention is applied will be described.
The building 10 is installed on the foundation surface.
The building 10 is a structure in which a plurality of layers are overlapped.
A pair of upper and lower floor slabs 14 sandwich one layer.
FIG. 1 shows an example of the building 10.
FIG. 1 (A) shows a building 10 having six layers of layers and having a floor on the first floor located on the ground surface.
FIG. 1B shows a building 10 having 6 layers and the first basement floor is located on the ground surface. FIG. 1B shows a building 10 with a Sankun Garden.
The layers are sandwiched between a pair of upper and lower slabs that sandwich the layer. The upper and lower pairs of slabs are supported by structural members 13 such as pillar members, beam members, and wall members so as to form an indoor space.
In addition, a non-structural member 15 such as a ceiling member (not shown) may be provided between layers. The non-structural member 15 is a structural member of a building that is not subject to the building structural safety performance evaluation.

The building structure safety performance evaluation method according to the embodiment of the present invention is composed of a preparation step S10, an analysis step S20, a recording step S30, and an evaluation step S40.

The preparation step S10 is a step of preparing the horizontal displacement measuring device 100.
The horizontal displacement measuring device 100 is a device capable of measuring the relative horizontal displacement in the specific layer 11 which is a specific layer of the building 10 in time series.
The horizontal displacement measuring device 100 may be a device capable of measuring the relative horizontal displacement in the entire circumference when viewed from above in the specific layer 11 which is a specific layer of the building 10 in time series.
The horizontal displacement measuring device 100 may be able to measure the relative horizontal displacement at a specific point 12 which is a specific place in the specific layer 11 which is a specific layer of the building 10 in time series.
The building structure safety performance evaluation system described later includes a horizontal displacement measuring device 100.
The building structure safety performance evaluation system described later may include the horizontal displacement measuring device 100 and the server 200.
Data may be exchanged between the horizontal displacement measuring device 100 and the server 200 via the electronic communication network 400.

The horizontal displacement measuring device 100 may be composed of a photographing device 110 and a marker 120.
The marker 120 is a mark fixed to one of the lower surface of the upper floor of the specific layer 11 and the upper surface of the lower floor.
The photographing device 110 is a device fixed to the lower surface of the upper floor of the specific layer 11 or the upper surface of the lower floor and capable of photographing the marker 120.
For example, the photographing device 110 is a WEB camera.
FIG. 3 shows an example of a marker.
When the X-axis scanning line 121x is set, the horizontal displacement measuring device 100 can obtain the displacement of the X-axis scanning line 121x on the axis as the X-axis horizontal displacement value.
When the Y-axis scanning line 121y is set, the horizontal displacement measuring device 100 can obtain the displacement of the Y-axis scanning line 121y on the axis as the Y-axis horizontal displacement value.

In the analysis step S20, the structure is analyzed in advance based on the design information of the building 10, and the omnidirectional limit is the limit horizontal displacement value D (θ) in the direction of the circumference 360 ° when viewed from above in the specific layer 11 of the building 10. This is a step of obtaining the horizontal displacement value D (0 to 360 °).
The analysis step S20 is a limit horizontal displacement value D (θ) in the direction of 360 ° in the surrounding direction when viewed from above at a specific location of the specific interlayer 11 of the building 10 by structurally analyzing the structure based on the design information of the building 10 in advance. The omnidirectional limit horizontal displacement value D (0 to 360 °) may be obtained.

The limit horizontal displacement value D (θ) in the specific direction θ is the shaking caused by the second earthquake of the same magnitude immediately after the shaking caused by the first earthquake using the numerical model created based on the design information. If it occurs, the time series of the specific direction θ between the specific layers during the shaking caused by the first earthquake when the horizontal deformation of the structural members of the building continues to increase due to the shaking of the second earthquake. The value may not exceed the maximum amplitude value of the relative horizontal displacement of.

The limit horizontal displacement value D (θ) in the specific direction θ is the shaking caused by the second earthquake of the same magnitude immediately after the shaking caused by the first earthquake using the numerical model created based on the design information. If it occurs, the time series of the specific direction θ between the specific layers during the shaking caused by the first earthquake when the structural members of the building continue to suffer irreversible damage due to the shaking of the second earthquake. The value may not exceed the maximum amplitude value of the relative horizontal displacement.

The limit horizontal displacement value D (θ) in the specific direction θ is the shaking caused by the second earthquake of the same magnitude immediately after the shaking caused by the first earthquake using the numerical model created based on the design information. If it does occur, between specific layers during the shaking of the first earthquake when the structural members of the building continue to suffer irreversible damage due to the shaking of the second earthquake and the deformation of the horizontal method continues to increase. The value may not exceed the maximum amplitude value of the relative horizontal displacement of the time series in the specific direction θ.

The residual limit horizontal displacement value σ0, which is the allowable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges, is determined in advance, and the limit horizontal displacement value D (θ) in the specific direction θ is the design. A state in which the residual horizontal displacement value, which is the relative horizontal displacement remaining between specific layers when the shaking caused by the first earthquake converges using a numerical model created based on the information, matches the residual limit horizontal displacement value σ0. It may be the maximum amplitude value of the relative horizontal displacement of the time series in the specific direction θ between the specific layers during the shaking caused by the first earthquake.
The residual limit horizontal displacement value σ0, which is the allowable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges, is determined in advance, and the limit horizontal displacement value D (θ) in the specific direction θ is the design. A state in which the residual horizontal displacement value, which is the relative horizontal displacement remaining between specific layers when the shaking caused by the first earthquake converges using a numerical model created based on the information, does not exceed the residual limit horizontal displacement value. It may be the maximum amplitude value of the relative horizontal displacement of the time series in the specific direction θ between the specific layers during the shaking caused by the first earthquake.

According to the rule of thumb, in an earthquake with a seismic intensity of about 4, the ratio of the limit horizontal displacement value D (θ) in the specific direction θ to the height between the specific layers rarely exceeds 1/200.
When the ratio of the limit horizontal displacement value D (θ) in the specific direction θ and the height between the specific layers exceeds 1/200 obtained by the above method, the limit horizontal displacement value D (θ) in the specific direction θ is set between the specific layers. It may be determined based on the value obtained by multiplying the height of by 1/200.
For example, when the ratio of the limit horizontal displacement value D (θ) in the specific direction θ and the height between the specific layers exceeds 1/200 obtained by the above method, the limit horizontal displacement value D (θ) in the specific direction θ is set. The value is obtained by multiplying the height between specific layers by 1/200.

The residual limit horizontal displacement value σ0, which is the allowable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges, is set in advance, and the specific direction θ that will act on the building due to the shaking of the earthquake is set in advance. The horizontal load distribution for building design, which is the distribution of the horizontal load in the height direction, is determined, and the limit horizontal displacement value D (θ) in the specific direction θ is tentatively set in the height direction using a numerical model created based on the design information. Horizontal displacement in a specific direction θ that remains between specific layers when unloading based on the history law that is commonly used after statically applying a specific load, which is a specific load with a horizontal load distribution for building building design. May be the value of the relative horizontal displacement in the specific direction θ between the specific layers when a specific load is statically applied when is in a state corresponding to the residual limit horizontal displacement value σ0.
The horizontal load distribution for building design is the distribution of the horizontal load in the height direction, which is defined as a design standard when designing a building.
For example, the horizontal load distribution for building design is a distribution in the height direction of the horizontal load defined as a design standard when designing a building defined by the Building Standards Act.
A commonly used history law is a history characteristic in which a structure returns to deformation when a statically applied load is unloaded.
For example, the commonly used history law is, for example, the history law shown in the Takeda model in which the structure returns to its deformation when the load acting on the building is unloaded.

The history law that adopts the Takeda model is disclosed in the following treatise.
Paper title "Analysis of elasto-plastic seismic response frame of reinforced concrete buildings"
Architectural Institute of Japan Conference Academic Lecture Abstracts 2691P
(China) October 1977 Hiroaki Edo, Toshikazu Takeda Takeda et al. Explain the history law of the Takeda model as follows in the introduction of the treatise.
"1. Introduction This analysis method is an elasto-plastic frame analysis method for RC frames including multi-story shear walls, and columns and beam members (walls are treated as column members by replacing wires) are orthogonal to the material axis. It is divided, and a virtual rigid elastic spring is inserted at the end of the material to take into account additional deformation due to the pull-out of the tension iron material from the beam-column joint (panel).・ Moment (M) to curvature (1 / ρ) relationship of the orthogonal division point of the beam member, (ii) Moment (M) to rotation angle (θ) relationship of the end spring of the column / beam member, (iii) column ・The relationship between the shear force (τ) and shear deformation (Υ) of the beam / panel member is expressed by the restoring force characteristics defined independently, and the elasto-plasticity is judged for each incremental calculation step. Since the plastic properties are defined for each orthogonal division point, the frame includes members such as shear walls whose anti-bending point position does not come to the center of the member and members whose anti-curving point position fluctuates during elasto-plastic earthquake response. The elasto-plastic behavior can be traced more faithfully to the actual situation. As an analysis example, a static response analysis of the cross-column beam joint test piece was performed, and the analysis result and the experimental result were compared. "

FIG. 10 shows the relationship between the residual limit horizontal displacement value σ0 and the limit horizontal displacement value D (θ) in the specific direction (θ).
The relationship between the interlayer deformation of the structure and the layer shear force may be approximated to trilinear.
The trilinear is a model that approximates the relationship between the interlaminar deformation of the structure and the layer shear force with three straight lines.

The concept of the limit horizontal displacement value D (0) is shown below.
On the left side of FIG. 8A, the shaking caused by the first earthquake acts on the building, causing a shaking in the specific layer 11 that causes a horizontal displacement in which the maximum amplitude does not exceed the limit horizontal displacement value D (0). The horizontal displacement in time series draws a constant hysteresis curve, and the building 10 shows a state that does not lead to destruction.
When the first earthquake converges, the deformation of the building returns to the state before the earthquake.
On the right side of FIG. 8 (A), when a second earthquake of the same magnitude occurs thereafter, the building 10 is shaken by the earthquake, and the maximum amplitude is the limit horizontal displacement value D (0) between the specific layers 11. There is a sway that causes a horizontal displacement that does not exceed the above, the horizontal displacement in time series draws a constant hysteresis curve, and the building 10 shows a state that does not lead to destruction.
This is because when the building 10 is shaken near the design limit due to an earthquake, even if the structural members in a part of the building 10 shift from elastic deformation to plastic deformation, the remaining area undergoes elastic deformation. As a result, the shaking of the entire building is suppressed to a certain range, the region where the deformation of the structural member shifts from the elastic deformation to the plastic deformation does not expand, and as a result, the building 10 repeats stable deformation, and the structural safety of the building 10 It is not considered to suffer irreversible damage that affects performance.
This phenomenon is remarkable when a high-strength material is used for the structural member.

On the left side of FIG. 8B, the shaking caused by the first earthquake acts on the building, causing a shaking in the specific layer 11 that causes a horizontal displacement in which the maximum amplitude exceeds the limit horizontal displacement value D (0). Even so, the horizontal displacement in time series draws a constant hysteresis curve, and the building 10 shows a state that does not lead to destruction.
When the first earthquake converges, the deformation of the building returns to the state before the earthquake.
On the right side of FIG. 8B, when a second earthquake of the same magnitude occurs thereafter, the building 10 draws a hysteresis curve in which the shaking caused by the earthquake acts on the building and the horizontal displacement in the time series diverges. It shows how the deformation of is expanding.
This is because when the building 10 is shaken beyond the design limit, the structural members in many areas of the building 10 shift from elastic deformation to plastic deformation, and when the shaking of the entire building increases, the deformation of the structural members changes from elastic deformation to plastic. It is considered that the area to be transformed is further expanded and the deformation of the building 10 is expanded.
Based on the design information of the building 10, when the horizontal deformation in a certain direction at the specific location of the specific interlayer 11 is analyzed between 0 ° and 360 ° when viewed from above, the specific location of the specific interlayer 11 of the building 10 is analyzed. The omnidirectional limit horizontal displacement value D (0 to 360), which is the limit horizontal displacement value D (θ) in the direction of the circumference 360 ° when viewed from above, can be obtained.
For example, the limit horizontal displacement values D (0 °), D (90 °), D (180 °), and D (270 °) are obtained for each, and the four limit horizontal displacement values D on the XY plane when viewed from above. The omnidirectional limit horizontal displacement value D (0 to 360) may be obtained by connecting (θ) with a smooth curve.

Although not shown, the time-series horizontal displacement diverges when the first earthquake causes a constant amplitude sway in the specific layer 11 that causes a horizontal displacement far exceeding the limit horizontal displacement value D (0) in a specific direction. A curve is drawn, and the plastic deformation of the members of the building 10 progresses further, leading to destruction.
In this case, since the damage to the building is obvious due to the shaking caused by the first earthquake, there is no room for using the building structure safety performance evaluation method and the building structure safety performance evaluation system of the present invention.

The locus connecting the omnidirectional limit horizontal displacement values D (0 to 360) on the XY plane is called a criterion C.
FIG. 11A shows an example of the criterion C at the specific portion 12 of the specific interlayer 11.
Usually, the criterion C has a circular shape centered on the specific portion 12.
Criteria C may have a slightly distorted shape from a circular shape if the wall structure near the specific portion 12 has a particularly high rigidity.
FIG. 11B shows an example in which the criterion C changes from a circular shape to a slightly distorted shape.

In the recording step S30, the horizontal displacement measuring device 100 measured the relative horizontal displacement in the specific layer 11 in time series from the occurrence of the earthquake to the convergence of the earthquake, and arranged in the time series obtained. This is a process of continuously recording a plurality of horizontal displacement values.
The recording step S30 is a time series obtained by measuring the relative horizontal displacement at a specific location of the specific layer 11 in time series by the horizontal displacement measuring device 100 from the occurrence of the earthquake to the convergence of the earthquake. A plurality of horizontal displacement values arranged in a row may be continuously recorded.
The recording step S30 is obtained by measuring the relative horizontal displacement between the specific layers 11 in time series by the horizontal displacement measuring device 100 from a certain time before the earthquake occurs to after the earthquake converges for a certain time. A plurality of horizontal displacement values arranged in a time series may be continuously recorded.

The recording step S30 may be composed of an earthquake occurrence determination step S31, a data recording step S32, and an earthquake convergence determination step S33.
The earthquake occurrence determination step S31 is a step of determining the occurrence of an earthquake.
For example, the earthquake occurrence determination step S31 determines that an earthquake has occurred when there is a certain change in the horizontal displacement measured by the horizontal displacement measuring device 100.
In the data recording step S32, a plurality of horizontal displacement values arranged in a time series obtained by measuring the relative horizontal displacement at a specific location of the specific layer 11 in a time series by the horizontal displacement measuring device 100 are continuously recorded. It is a process to do.
The earthquake convergence determination step 323 is a step of determining that the earthquake has converged.
For example, the earthquake convergence determination step S33 determines that the earthquake has converged when there is no constant change in the horizontal displacement measured by the horizontal displacement measuring device 100.
When it is determined in the earthquake occurrence determination step S31 that an earthquake has occurred, the data recording step S22 is executed.
When it is determined in the earthquake convergence step S33 that the earthquake has converged, the execution of the data recording step S22 is stopped.

The evaluation step S40 is a step of evaluating the structural safety performance of the building 10 by comparing a plurality of horizontal displacement values arranged in chronological order with the omnidirectional limit horizontal displacement values when the earthquake has converged.
FIG. 13 shows how the evaluation is performed when the first earthquake has converged. At the time of evaluation, it is unclear whether a second earthquake will occur.
If a second earthquake occurs when structural safety performance is inadequate, the building may become unrecoverable.

In the evaluation step S40, the plurality of horizontal displacement values arranged in chronological order when viewed from above are compared with the omnidirectional limit horizontal displacement value, and the single or plurality of horizontal displacement values set the omnidirectional limit horizontal displacement value at least once. The structural safety performance of the building may be evaluated based on whether or not it has been exceeded.
For example, when a plurality of horizontal displacement values arranged in chronological order when viewed from above and an omnidirectional limit horizontal displacement value are compared and a single or a plurality of horizontal displacement values do not exceed the omnidirectional limit horizontal displacement value, the building 10 It is evaluated that the structural safety performance of is sufficient.
For example, when a plurality of horizontal displacement values arranged in chronological order from above are compared with an omnidirectional limit horizontal displacement value and a single or multiple horizontal displacement values exceed the omnidirectional limit horizontal displacement value at least once. It is evaluated that the structural safety performance of the building 10 is insufficient.

In the evaluation process, the structural safety performance of the building may be evaluated based on whether or not the horizontal displacement value when the shaking due to the earthquake converges when viewed from above exceeds the residual limit horizontal displacement value σ0.
The residual limit horizontal displacement value σ0, which is the permissible limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges, is determined in advance.
For example, the residual limit horizontal displacement value σ0 is 1/1500 of the height dimension between specific layers.
For example, when the horizontal displacement value when the shaking due to the earthquake converges when viewed from above does not exceed the residual limit horizontal displacement value σ0, it is evaluated that the structural safety performance of the building is sufficient.
For example, when the horizontal displacement value when the shaking due to the earthquake converges when viewed from above exceeds the residual limit horizontal displacement value σ0, it is evaluated that the structural safety performance of the building is insufficient.

In the evaluation step S40, the plurality of horizontal displacement values arranged in chronological order when viewed from above are compared with the omnidirectional limit horizontal displacement value, and the single or plurality of horizontal displacement values set the omnidirectional limit horizontal displacement value at least once. The structural safety performance of the building may be evaluated based on whether or not it has been exceeded and whether or not the horizontal displacement value when the shaking due to the earthquake has converged when viewed from above exceeds the residual limit horizontal displacement value σ0.
For example, when a plurality of horizontal displacement values arranged in chronological order when viewed from above and an omnidirectional limit horizontal displacement value are compared, and one or more horizontal displacement values do not exceed the omnidirectional limit horizontal displacement value, and above. It is evaluated that the structural safety performance of the building 10 is sufficient when the horizontal displacement value when the shaking due to the earthquake converges does not exceed the residual limit horizontal displacement value σ0.
For example, when a plurality of horizontal displacement values arranged in chronological order when viewed from above and an omnidirectional limit horizontal displacement value are compared and a single or multiple horizontal displacement values exceed the omnidirectional limit horizontal displacement value, or from above. It is evaluated that the structural safety performance of the building 10 is insufficient when the horizontal displacement value when the shaking due to the earthquake converges exceeds the residual limit horizontal displacement value σ0.

The photographing step S50 is a step of photographing the state of the room 15 when the earthquake has converged.
In the photographing step S50, the photographing apparatus photographs the state of the room 15 when the earthquake has converged.
In the photographing step S50, when the earthquake has converged, the photographing device may shake its line of sight to photograph the state of the room 15.

The specific layer 11 may be the layer of the lowest layer of the above-ground portion of the building 10.
Since the seismic force between the lowermost layers of the above-ground portion of the building 10 is larger than that of the other layers, it is rational to evaluate the building structure safety performance from the horizontal displacement between the layers here.

Next, the building structure safety performance evaluation system according to the embodiment of the present invention will be described.
The building structure safety performance evaluation system according to the embodiment of the present invention includes a horizontal displacement measuring device 100 and a server 200.
The horizontal displacement measuring device 100 is a device capable of measuring the relative horizontal displacement in the specific layer 11 which is a specific layer of the building 10 in time series.
The horizontal displacement measuring device 100 may be able to measure the relative horizontal displacement at a specific point 12 which is a specific place in the specific layer 11 which is a specific layer of the building 10 in time series.

The horizontal displacement measuring device 100 may be composed of a photographing device 110, a marker 120, and an earthquake detection PC 130.
The photographing device 110 is a device fixed to the other of the ceiling or the floor of the specific layer 11 and capable of photographing a marker.
For example, the photographing device 110 is a WEB camera.
The marker 120 is fixed to one of the ceiling or the floor of the specific layer 11.
The marker 120 is fixed to the ceiling or the floor of the specific layer 11 so as to be located in the field of view of the photographing device 110.
FIG. 3 shows an example of the marker 120.
FIG. 2 shows how the photographing device 110 is fixed to the ceiling and the marker 20 is fixed to the floor.

The earthquake detection PC 130 is a PC that receives image data from the photographing device 110 and extracts horizontal displacement.
The software installed on the earthquake detection PC 130 causes the horizontal displacement measuring device 100 to realize the recording function F30.
Even if the recording function F30 is composed of an image acquisition function F31, a movement detection function F32, an earthquake detection function F33, a time correction function F34, an error processing function F35, a scanning line setting function F36, a log function F37, and a detection status function F38. good.

The image acquisition function F31 controls the photographing device 110 via a driver to acquire the image captured by the photographing device 110, the X-axis horizontal displacement value, and the Y-axis horizontal displacement value.
The image acquisition function F31 sends a shooting signal to the shooting device 110 via a driver, and analyzes the image of the marker taken from the shooting device 110 in response to the shooting signal and the image of the marker to obtain an X-axis horizontal displacement value. Acquire the Y-axis horizontal displacement value.
For example, the shooting signal is sent corresponding to the shooting speed of the WEB camera.

The movement detection function F32 is a function for detecting the occurrence of horizontal displacement.
Here, the horizontal displacement value is the amount of displacement from the origin.
The horizontal displacement value includes an X-axis horizontal displacement value and a Y-axis horizontal displacement value.
The X-axis horizontal displacement value x is the amount of displacement in the X-axis direction from the origin.
The Y-axis horizontal displacement value y is the amount of displacement in the Y-axis direction from the origin.
The origin may be set to zero when an earthquake does not occur.
For example, in the absence of an earthquake, the X-axis horizontal displacement value and the Y-axis horizontal displacement value are zero.
When an earthquake occurs, horizontal displacement occurs, and the X-axis horizontal displacement value and the Y-axis horizontal displacement value deviate from zero.

The earthquake detection function F33 is a function that detects that an earthquake has occurred, subsequently detects that the earthquake has converged, and records horizontal displacement and an image.
When an earthquake occurs, a trigger is applied, and the amount of movement is saved as a horizontal displacement value over a period of time from "before the set second of trigger detection" to "after the set second after the end of shaking".
Furthermore, the images at the time of "trigger start" and "post-recording end" are saved.
The horizontal displacement value of the record section is stored in the memory of the software, and these are recorded when the trigger is applied.

When the movement amount (x, y) detected for each image acquisition exceeds the set threshold value, or when the image income cannot be obtained, the movement amount (x, y) is set with reference to the last acquired image. Trigger when the threshold is exceeded.
For example, when either the X-axis horizontal displacement value x or the Y-axis horizontal displacement value y exceeds the threshold value, a trigger is applied.
The trigger recording section ends when the amount of change in the amount of movement (x, y) detected each time an image is acquired becomes equal to or less than the set threshold value.
For example, if both the amount of change in the X-axis horizontal displacement value x and the amount of change in the Y-axis horizontal displacement value do not exceed the threshold value, the trigger recording section ends.
The data interval to be saved starts from the measurement time before the trigger is applied. The measurement time is indicated by a parameter. Data is stored in memory in advance.
After the shaking has subsided (after the trigger recording section ends), recording is continued for the set time. When the shaking occurs again during this period, the trigger recording section is extended and is no longer the post-recording section.
The shortest time to save data is set.
Let the parameters be set, and the time will include the post-recording section.
In FIG. 12, when the trigger is applied at t and the trigger ends at t + n, the X-axis horizontal displacement value or the Y-axis horizontal from tm at the start of recording to t + n + m at the end of recording. An example of the displacement value is shown.

The time correction function F34 is a function for correcting the time of the system.
The time correction function F34 corrects the internal time of the photographing device 110.

The error processing function F35 is a function that performs error processing when an error occurs in the system.

The scanning line setting function F36 is a function of setting a scanning line on the marker 120 on the image.
The scanning lines are an X-axis scanning line and a Y-axis scanning line.
FIG. 3 shows how the X-axis scanning line 121x and the Y-axis scanning line 121y are set.

The log function F37 is a function of acquiring and recording a log generated by an image acquisition function F31, a movement detection function F32, and an earthquake detection function F33.

The detection status function F38 is a function of reading a time-series horizontal displacement value and an image recorded by the earthquake detection mechanism F33.
The time-series horizontal displacement values and images read by the command of the server 200, which will be described later, are sent by e-mail to the command source.

The server 200 is an earthquake detection PC 130 and other servers capable of communicating with the outside.
The server 200 is composed of a server PC 210 and a mail PC 220.
The server PC 210 can send and receive data to and from the earthquake detection PC 130 via an electronic communication network.
The mail PC 220 can send mail to the external PC 300.

The server PC 210 receives a plurality of horizontal displacement values arranged in chronological order with the image.
For example, the images are an image at the time of earthquake occurrence and an image at the time of earthquake convergence.
The server PC 210 stores a predetermined omnidirectional limit horizontal displacement value.
The server PC 210 compares a plurality of horizontal displacement values arranged in chronological order with the omnidirectional limit horizontal displacement value when the earthquake converges.
The server PC 210 evaluates the structural safety performance of the building 10 by comparing a plurality of horizontal displacement values arranged in chronological order with the omnidirectional limit horizontal displacement values when the earthquake has converged.
The server PC 210 sends the evaluation result to the external PC 300 via the mail server.
The horizontal displacement locus xy is a locus in which a plurality of horizontal displacement values are connected in a time series.
FIG. 13 is a diagram in which the horizontal displacement locus xy of the data recording section and the criterion C are superimposed.
FIG. 13A shows that the horizontal displacement locus xy does not exceed the criterion C. ..
FIG. 13B shows that the horizontal displacement locus xy has crossed the criterion C once.
The structural safety performance of the building 10 can be evaluated by technical or empirical rules based on whether or not the horizontal displacement value locus xy exceeds the criterion C at least once.
For example, when the horizontal displacement value locus xy does not exceed the criterion C, it can be predicted that the deformation of the building will not increase even if an earthquake of the same magnitude occurs in the future.
For example, when the horizontal displacement value locus xy exceeds the criterion C at least once, the structural members in a part of the building 10 are transitioning from elastic deformation to plastic deformation, and an earthquake of the same scale will occur in the future. , It is expected that the deformation of the building will increase.

Further, looking at the figure, it can be read that the final value of the horizontal displacement locus xy deviates from the origin (position before the occurrence of the earthquake).
FIG. 14A shows that the horizontal displacement value when the shaking due to the earthquake converges when viewed from above does not exceed the residual limit horizontal displacement value σ0.
FIG. 14B shows that the horizontal displacement value when the shaking due to the earthquake converges when viewed from above exceeds the residual limit horizontal displacement value σ0.
For example, when the horizontal displacement value when the shaking caused by the earthquake converges when viewed from above does not exceed the residual limit horizontal displacement value σ0, the deformation of the building should not expand even if an earthquake of the same magnitude occurs in the future. Can be predicted.
For example, when the horizontal displacement value when the shaking due to the earthquake converges when viewed from above exceeds the residual limit horizontal displacement value σ0, the structural members in a part of the building 10 transition from elastic deformation to plastic deformation. Therefore, if an earthquake of the same magnitude occurs in the future, it is predicted that the deformation of the building will increase.

Another function 1 of the building structure safety performance evaluation system of the present invention will be described with reference to the drawings.
FIG. 15 is another functional explanatory view 1 of the building structure safety performance evaluation system of the present invention.
When the earthquake is over, the photographing device photographs the state of the room 15.
When the earthquake has converged, the photographing device may shake its line of sight to photograph the state of the room 15.
For example, when the earthquake has converged, the photographing device shakes its line of sight and photographs the state of a non-structural member such as a ceiling member.
The operator can observe the state of the room 15 with the external PC 300 and use it as a reference for the subsequent work plan.

As described above, the building structure safety performance evaluation method and the building structure safety performance evaluation system according to the embodiment of the present invention have the following effects depending on their configurations.
The building 10 is structurally analyzed in advance, and the omnidirectional limit horizontal displacement value D (0 to 360 °), which is the limit horizontal displacement value D (θ) in the direction of the circumference 360 ° when viewed from above in the specific layer 11 of the building, is obtained. , The relative horizontal displacement between a plurality of specific layers arranged in the time series obtained by measuring the horizontal displacement measuring device 100 in the time series between the occurrence of the earthquake and the convergence of the earthquake is continuously performed. I recorded it and compared the multiple horizontal displacement values arranged in chronological order with the omnidirectional limit horizontal displacement value when the earthquake converged to evaluate the structural safety performance of the building, so the earthquake occurred and settled. At that time, the structural safety performance of the building can be easily evaluated.
In addition, the limit horizontal displacement value D (θ) is that the shaking caused by the second earthquake of the same scale occurred immediately after the shaking caused by the first earthquake using the numerical model created based on the design information. Then, when the horizontal deformation of the structural members of the building 10 continues to increase due to the shaking of the second earthquake, the time series of the specific direction θ between the specific layers during the shaking caused by the first earthquake. Since the value does not exceed the maximum amplitude value of the relative horizontal displacement, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.
In addition, the limit horizontal displacement value D (θ) is that the shaking caused by the second earthquake of the same scale occurred immediately after the shaking caused by the first earthquake using the numerical model created based on the design information. Then, when the structural members of the building continue to suffer irreversible damage due to the shaking of the second earthquake and the deformation of the horizontal method continues to increase, the identification between the specific layers during the shaking caused by the first earthquake. Since the value does not exceed the maximum amplitude value of the relative horizontal displacement in the time series in the direction θ, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.
Further, the limit horizontal displacement value D (θ) is a relative horizontal displacement remaining between specific layers when the shaking caused by the first earthquake converges using a numerical model created based on the design information. When the horizontal displacement value is equal to or less than the residual limit horizontal displacement value σ0 and becomes larger than the residual limit horizontal displacement lower limit value, when the specific direction θ is between the specific layers during the shaking caused by the first earthquake. Since the maximum amplitude value of the relative horizontal displacement of the series is set, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.
The limit horizontal displacement value D (θ) is the relative horizontal displacement remaining between specific layers when the shaking caused by the first earthquake converges using a numerical model created based on the design information. It is the maximum amplitude value of the relative horizontal displacement of the time series in the specific direction θ between the specific layers during the shaking caused by the first earthquake when the displacement value matches the residual limit horizontal displacement value σ0. Therefore, the structural safety performance of the building can be easily evaluated when the earthquake occurs and subsides.
Further, for the limit horizontal displacement value D (θ), a specific load, which is a load having a horizontal load distribution for building building design in the height direction, is statically applied by using a numerical model created based on the design information. A specific load is statically applied when the horizontal displacement of the specific direction θ remaining between the specific layers becomes the state that matches the residual limit horizontal displacement value σ0 when the load is unloaded based on the history law that is commonly used later. Since it is set to be the value of the relative horizontal displacement of the specific direction θ between the specific layers at the time, the limit horizontal displacement value D (θ) can be easily obtained.
Further, in the evaluation step S40, it is compared with the plurality of horizontal displacement values arranged in chronological order when viewed from above and the omnidirectional limit horizontal displacement value, and whether or not the single or plurality of horizontal displacement values exceed the omnidirectional limit horizontal displacement value. Since the structural safety performance of the building is evaluated based on the above, the structural safety performance of the building can be easily evaluated when the earthquake occurs and subsides.
In addition, the residual limit horizontal displacement value σ0, which is the allowable limit value of the relative horizontal displacement remaining between the specific layers when the shaking due to the earthquake converges, is set in advance, and the horizontal when the shaking caused by the earthquake converges when viewed from above. Since the structural safety performance of the building is evaluated based on whether or not the displacement value exceeds the residual limit horizontal displacement value σ0, the structural safety performance of the building can be easily evaluated when an earthquake occurs and subsides.
Further, since the photographing device 110 shakes the line of sight to photograph the indoor state when the earthquake has converged, the indoor state of the building when the earthquake has converged can be easily evaluated.

The present invention is not limited to the embodiments described above, and various modifications can be made without departing from the gist of the invention.

C Criteria σ0 Residual limit horizontal displacement value D (θ) limit horizontal displacement value XY Horizontal displacement locus 10 Building 11 Specified layer 12 Specified location 13 Pillar, wall member 14 Floor slab 15 Non-structural member 100 Horizontal displacement measuring device 110 Imaging device 120 Marker 121x X-axis scanning line 121y y-axis scanning line 130 Earthquake detection PC
200 server 210 server PC
220 Mail PC
300 external PC
400 Electronic communication network S10 Preparation process S20 Analysis process S30 Recording process S40 Evaluation process F30 Recording function F31 Image acquisition function F32 Movement detection function F33 Earthquake detection function F34 Time correction function F35 Error processing function F36 Scan line setting function F37 Log function F38 Detection status function

Claims (4)

It is a building structure safety performance evaluation method that evaluates the structural safety performance, which is the structural safety performance of a building immediately after an earthquake occurs.
A preparatory process for preparing a horizontal displacement measuring device that can measure the relative horizontal displacement between specific layers of a building in chronological order,
Structural analysis is performed in advance based on the design information of the building, and the omnidirectional limit horizontal displacement value D (0 to 0), which is the limit horizontal displacement value D (θ) in the direction of the circumference 360 ° when viewed from above between the specific layers of the building. The analysis process to obtain 360 °) and
A plurality of horizontal displacement measuring devices arranged in a time series obtained by measuring the relative horizontal displacement between the specific layers in a time series between the occurrence of the shaking caused by the earthquake and the convergence of the shaking caused by the earthquake. A recording process that continuously records horizontal displacement values,
An evaluation process for evaluating the structural safety performance of a building by comparing a plurality of the horizontal displacement values arranged in chronological order with the omnidirectional limit horizontal displacement values when the earthquake has converged.
The shooting process to take a picture of the indoor condition when the earthquake has converged,
With
The horizontal displacement measuring device has a marker fixed to one of the ceilings or floors of the specific layers and a photographing device fixed to the other of the ceilings or floors of the specific layers and capable of photographing the markers.
When the trigger is applied, the horizontal displacement value is recorded for the time from the set second before the trigger detection to the set second after the end of the shaking.
In the recording process, the horizontal displacement value obtained by analyzing the image of the marker from the photographing device is acquired, and when the movement amount, which is the horizontal displacement value detected for each image acquisition, exceeds the set threshold value, a trigger is applied to trigger the horizontal displacement value. When is applied, the horizontal displacement value is recorded,
In the recording process, the horizontal displacement value obtained by analyzing the image of the marker from the photographing device is acquired, and the amount of change in the movement amount detected each time the image is acquired while recording the horizontal displacement value is equal to or less than the set threshold value. When becomes, the recording of the horizontal displacement value is finished, and
When the earthquake converges in the shooting process, the shooting device shakes its line of sight to shoot the state of the room.
A building structure safety performance evaluation method characterized by this. It is a building structure safety performance evaluation method that evaluates the structural safety performance, which is the structural safety performance of a building immediately after an earthquake occurs.
A preparatory process for preparing a horizontal displacement measuring device that can measure the relative horizontal displacement between specific layers of a building in chronological order,
Structural analysis is performed in advance based on the design information of the building, and the omnidirectional limit horizontal displacement value D (0 to 0), which is the limit horizontal displacement value D (θ) in the direction of the circumference 360 ° when viewed from above between the specific layers of the building. The analysis process to obtain 360 °) and
A plurality of horizontal displacement measuring devices arranged in a time series obtained by measuring the relative horizontal displacement between the specific layers in a time series between the occurrence of the shaking caused by the earthquake and the convergence of the shaking caused by the earthquake. A recording process that continuously records horizontal displacement values,
An evaluation process for evaluating the structural safety performance of a building by comparing a plurality of the horizontal displacement values arranged in chronological order with the omnidirectional limit horizontal displacement values when the earthquake has converged.
The shooting process to take a picture of the indoor condition when the earthquake has converged,
With
The horizontal displacement measuring device has a marker fixed to one of the ceilings or floors of the specific layers and a photographing device fixed to the other of the ceilings or floors of the specific layers and capable of photographing the markers.
When the earthquake converges in the shooting process, the shooting device shakes its line of sight to shoot the state of the room.
A building structure safety performance evaluation method characterized by this. It is a building structure safety performance evaluation system that evaluates the structural safety performance of a building after an earthquake.
A horizontal displacement measuring device that can measure the relative horizontal displacement between specific layers of a building in chronological order,
With
Structural analysis is performed in advance based on the design information of the building, and the omnidirectional limit horizontal displacement value D (0 to 0), which is the limit horizontal displacement value D (θ) in the direction of the circumference 360 ° when viewed from above between the specific layers of the building. 360 °)
A plurality of horizontal displacement values arranged in a time series obtained by measuring the relative horizontal displacement between the specific layers in a time series by the horizontal displacement measuring device between the occurrence of the earthquake and the convergence of the earthquake. To record continuously,
When the earthquake converges, the structural safety performance of the building is evaluated by comparing the plurality of horizontal displacement values arranged in chronological order with the omnidirectional limit horizontal displacement values.
The horizontal displacement measuring device has a marker fixed to one of the ceilings or floors of the specific layers and a photographing device fixed to the other of the ceilings or floors of the specific layers and capable of photographing the markers.
The horizontal displacement value obtained by analyzing the image of the marker from the photographing device is acquired, and when the movement amount, which is the horizontal displacement value detected for each image acquisition, exceeds the set threshold value, a trigger is applied.
When the trigger is applied, the horizontal displacement value is recorded for the time from the set second before the trigger detection to the set second after the end of the shaking.
The horizontal displacement value obtained by analyzing the image of the marker from the photographing device is acquired, and when the amount of change in the amount of movement detected each time the image is acquired while recording the horizontal displacement value becomes equal to or less than the set threshold value, it is horizontal. Finish recording the displacement value,
When the earthquake is over, the photographing device shakes its line of sight and photographs the state of the room.
A building structure safety performance evaluation system characterized by this. It is a building structure safety performance evaluation system that evaluates the structural safety performance of a building after an earthquake.
A horizontal displacement measuring device that can measure the relative horizontal displacement between specific layers of a building in chronological order,
With
Structural analysis is performed in advance based on the design information of the building, and the omnidirectional limit horizontal displacement value D (0 to 0), which is the limit horizontal displacement value D (θ) in the direction of the circumference 360 ° when viewed from above between the specific layers of the building. 360 °)
A plurality of horizontal displacement values arranged in a time series obtained by measuring the relative horizontal displacement between the specific layers in a time series by the horizontal displacement measuring device between the occurrence of the earthquake and the convergence of the earthquake. To record continuously,
When the earthquake converges, the structural safety performance of the building is evaluated by comparing the plurality of horizontal displacement values arranged in chronological order with the omnidirectional limit horizontal displacement values.
The horizontal displacement measuring device has a marker fixed to one of the ceiling or the floor between the specific layers and a photographing device fixed to the other of the ceiling or the floor between the specific layers and capable of photographing the marker.
When the earthquake is over, the photographing device shakes its line of sight and photographs the state of the room.
A building structure safety performance evaluation system characterized by this.

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