JP4969173B2 - Degradation diagnostic device for elastic-plastic energy absorber - Google Patents

Description

  The present invention relates to a deterioration diagnosis apparatus for a standardized elastic-plastic energy absorber for a prefabricated building, for example.

  Regarding damage prediction due to earthquakes in buildings, or damage estimation at the time of earthquakes in buildings, the cumulative damage value of elasto-plastic energy absorbers in buildings equipped with elasto-plastic energy frames with elasto-plastic energy absorbers as load-bearing elements A technique for diagnosing deterioration of an elastoplastic energy absorber by accurately and promptly performing prediction and estimation is desired.

  For example, Japanese Patent Laying-Open No. 2005-351742 (Patent Document 1) describes that the cumulative damage value of an elastoplastic energy absorber can be estimated in a peeled state of a paint applied to the elastoplastic energy absorber.

  In addition, the Architectural Institute of Japan, No. 562, p159-p166 (Non-patent Document 1) describes a damage evaluation method for an elastoplastic energy absorber, and describes that load deformation history due to an earthquake affects it. Yes.

JP 2005-351742 A December 2002, published by the Architectural Institute of Japan, Masato Koyama, Hirofumi Aoki “Architectural Institute of Architectural Institute of Japan, No562, Research on Cumulative Damage Evaluation Index of Steel Members Subjected to Cyclic Deformation” p.159-p.166

  However, in the technique of the above-mentioned Patent Document 1, in order to investigate the peeling state of the paint after the earthquake and estimate the damage of the elastic-plastic energy absorber, the inner wall of the building in which the elastic-plastic energy absorber is embedded is destroyed. There is a problem of having to.

  Further, the technique of Non-Patent Document 1 requires time history response analysis for an assumed earthquake, but the time history response analysis is an individual solution for the seismic wave used for the analysis, and removes the influence of the variation. For this purpose, there is a problem that analysis by a large number of seismic waves is required.

  The present invention solves the above-mentioned problems, and its object is to provide an elastoplastic energy absorber that is quickly installed in a building such as a house, regardless of the waveform of the seismic wave or the strength of the building when an earthquake occurs. In addition to estimating the cumulative damage value of the building and diagnosing the deterioration of the building, it is intended to provide an elastoplastic energy absorber deterioration diagnosis device that can quickly and accurately identify the type of earthquake when an earthquake occurs.

  In order to achieve the above object, a first configuration of a degradation diagnostic apparatus for an elastic-plastic energy absorber according to the present invention is a degradation diagnostic apparatus for a standardized elastic-plastic energy absorber for a building, and after the occurrence of an earthquake Standard deviation calculation means for calculating the standard deviation by converting the actual seismic wave into a phase difference distribution, maximum displacement calculation means for calculating the maximum displacement amount of the elastic-plastic energy absorber generated by the actual earthquake, and generated by the earthquake Correlation information storage means for preliminarily storing correlation information between the maximum amount of displacement of the elastoplastic energy absorber and the cumulative damage value of the elastoplastic energy absorber resulting from the earthquake, and the standard deviation calculation means The calculated standard deviation of the actual seismic wave, the maximum displacement amount of the elastic-plastic energy absorber calculated by the maximum displacement amount calculating means, and the correlation information storage means And a cumulative damage value calculating means for calculating the cumulative damage value of the elastic-plastic energy absorber from the correlation information between the stored maximum displacement amount of the elastic-plastic energy absorber and the cumulative damage value. .

  The second configuration of the elastoplastic energy absorber deterioration diagnosis apparatus according to the present invention is the first configuration, wherein the standard deviation calculation means is an acceleration data of an actual earthquake before being converted into the phase difference distribution. Is moved after a predetermined time has elapsed from the maximum acceleration occurrence time of the actual seismic wave.

  The third configuration of the elastoplastic energy absorber deterioration diagnosis apparatus according to the present invention is the first configuration, wherein the standard deviation calculation means is configured to obtain the phase difference in order to obtain a standard deviation of the phase difference distribution. The maximum value of the envelope of the frequency distribution is changed from the phase difference near the maximum value of the frequency distribution of the distribution and the frequency.

  The elastoplastic energy absorber deterioration diagnosis method according to the present invention is a standardized elastoplastic energy absorber deterioration diagnosis method for buildings, which converts the actual seismic wave into a phase difference distribution after an earthquake occurs. Calculate the standard deviation, calculate the maximum displacement of the elasto-plastic energy absorber generated by the actual earthquake, calculate the standard deviation of the actual seismic wave and the maximum displacement of the elasto-plastic energy absorber generated by the actual earthquake And the information on the correlation between the maximum amount of displacement of the elastoplastic energy absorber caused by the earthquake created in advance and the cumulative damage value of the elastoplastic energy absorber caused by the earthquake, from the elastoplastic energy absorber The cumulative damage value is calculated.

  Here, the cumulative damage value used for diagnosing the deterioration of the elastoplastic energy absorber was determined based on the linear cumulative damage law (Miner law) that evaluates the fatigue life of metals due to fatigue fracture and ductile fracture. This value is “cumulative damage value = 1” as a limit value.

  Here, the maximum displacement generated by an earthquake is, for example, the maximum interlayer displacement (cm) such as the horizontal displacement between the lower floor beam and the upper floor beam of the building frame, between the column and the beam. The maximum displacement angle (rad) of the angle, the maximum shear deformation (cm) of the elastic-plastic energy absorber, etc. can be applied.

  Here, the standardized elastoplastic energy absorber means an elastoplastic energy absorber whose shape and material are standardized and further, the cumulative damage value can be obtained from its fatigue life characteristics.

  According to the first configuration of the elastoplastic energy absorber deterioration diagnosis apparatus according to the present invention, the maximum displacement amount calculating means can calculate the maximum displacement amount of the elastoplastic energy absorber generated by an actual earthquake when the earthquake occurs. The earthquake type can be specified by converting the actual seismic wave into a phase difference distribution and calculating the standard deviation after the occurrence of the earthquake by the standard deviation calculating means.

  Then, the cumulative damage value calculating means stores the standard deviation of the actual seismic wave calculated by the standard deviation calculating means, the maximum displacement amount of the elastic-plastic energy absorber calculated by the maximum displacement amount calculating means, and the correlation information storage means. From the stored correlation information between the maximum displacement of the elastoplastic energy absorber and the accumulated damage value, it is possible to calculate the accumulated damage value of the elastoplastic energy absorber and diagnose the deterioration immediately. Degradation can be easily determined without destruction.

  Further, according to the second configuration of the elastoplastic energy absorber deterioration diagnosis device according to the present invention, in obtaining the phase difference distribution from the seismic wave of the actual earthquake, there is incorrect data due to the link effect remaining at the end of the distribution. Even in this case, it is possible to obtain an accurate standard deviation of the phase difference of the seismic wave, and more accurately determine the deterioration of the elastic-plastic energy absorber.

  Further, according to the third configuration of the elastoplastic energy absorber deterioration diagnosis device according to the present invention, even when a difference occurs between the phase difference distribution of the actual seismic wave and the distribution shape of the normal distribution, the accurate phase difference of the seismic wave is obtained. Standard deviation can be obtained, and deterioration of the elastoplastic energy absorber can be judged more accurately.

  Further, by mounting the second and third configurations of the elastoplastic energy absorber deterioration diagnosis device according to the present invention as a tool in the system, a more accurate elastoplastic energy absorber can be immediately obtained after an actual earthquake occurs. Degradation diagnosis can be performed.

An embodiment of the deterioration diagnosis apparatus for an elastic-plastic energy absorber according to the present invention will be described in detail with reference to the drawings. FIG. 1 is a block diagram of a control system showing the configuration of an elastoplastic energy absorber deterioration diagnosis apparatus according to the present invention, and FIG. 2 is a diagram of a bearing wall equipped with an elastoplastic energy frame having an elastoplastic energy absorber as a bearing element. FIG. 3 is a diagram illustrating an example of an elastic-plastic energy absorber, FIG. 4 is a diagram illustrating an example of a simulated seismic wave created for each earthquake type, and FIGS. 5 and 6 are for each standard deviation of the phase difference distribution. For each type of simulated earthquake created, the maximum displacement generated by the earthquake is an upper limit curve that envelops the cumulative damage value group with respect to the maximum displacement amount plotted according to different waveforms of multiple seismic waves and different building strengths. The figure which shows a mode that it sets as a correlation with the quantity and the cumulative damage value of the elastoplastic energy absorber resulting from the earthquake, FIG. 7 shows the phase obtained by Fourier transform after correcting the waveform of the actual earthquake Shows a partial distribution, Figure 8 is a diagram illustrating how to obtain the extreme value of the phase difference distribution, Figure 9 showing the relationship between the phase difference distribution and normal distribution of each seismic waves 10 and 11 elastoplastic It is a flowchart using the correlation between the maximum amount of displacement of an energy absorber and a cumulative damage value.

  In FIG. 1, reference numeral 11 denotes a deterioration diagnosis device for a standardized elastic-plastic energy absorber 6 of a building, which is constituted by a personal computer or the like. Reference numeral 12 denotes an input unit composed of a keyboard, a mouse, and the like, and inputs actual seismic wave information and building damage information using a predetermined input screen. Reference numeral 13 denotes a control unit composed of a CPU (Central Processing Unit) and the like. An output unit 14 includes a display, a printing device, and the like. Reference numeral 20 denotes an interface connected to the Internet 21.

  In this embodiment, the interface 20 and the control unit 13 or the like also serve as actual seismic wave information acquisition means for acquiring actual seismic wave information provided on a website (homepage) from a public institution via the Internet 21 after an earthquake occurs. The actual seismic wave information acquired by the actual seismic wave information acquiring means configured by the interface 20 and the control unit 13 is temporarily stored in a memory (not shown).

  Reference numeral 15 denotes a standard deviation calculating unit that serves as a standard deviation calculating means for calculating the standard deviation by converting the seismic wave data of the actual earthquake into a phase difference distribution by Fourier transform after the occurrence of the earthquake. Reference numeral 16 denotes a maximum displacement amount calculation unit serving as a maximum displacement amount calculation means for calculating the maximum displacement amount of the elastoplastic energy absorber 6 generated by an actual earthquake, and serves as a maximum displacement amount information storage means of the elastoplastic energy absorber 6. The maximum displacement of the elastic-plastic energy absorber 6 based on the maximum displacement information of each elastic-plastic energy absorber 6 stored and stored in the maximum displacement information database (hereinafter referred to as “maximum displacement information DB”) 19. Calculate the amount.

  17 is a correlation information storage means for storing correlation information between the maximum amount of displacement of the elastic-plastic energy absorber 6 caused by the earthquake and the cumulative damage value of the elastic-plastic energy absorber 6 caused by the earthquake. It is an information database (hereinafter referred to as “correlation information DB”).

  18 is the standard deviation σ of the actual seismic wave calculated by the standard deviation calculator 15, the maximum displacement of the elastic-plastic energy absorber 6 calculated by the maximum displacement calculator 16, and the elasticity stored in the correlation information DB 17. It is a cumulative damage value calculation unit that is a cumulative damage value calculation means for calculating the cumulative damage value of the elastic-plastic energy absorber 6 from the correlation information between the maximum displacement amount of the plastic energy absorber 6 and the cumulative damage value.

  2 and 3, A is an earthquake-resistant element attached to a steel building of a medium to low-rise housing as an example of a load-bearing element equipped in a building structure. Reference numeral 1 denotes an up-and-down beam, and 2 denotes left and right pillars erected between the upper and lower beams 1. Reference numeral 3 denotes a main frame body attached to the left and right columns 2 between the upper and lower beams 1, and reference numeral 4 denotes a connecting frame member installed horizontally at the center between the main frame bodies 3.

  The seismic element A includes a main frame 3, a connecting frame 5, an elastic-plastic energy absorber 6, a connecting member 7, and an oblique frame 8, and the connecting frame member 4 is connected to the main frame 3 on the left and right sides. A frame body 5 and a standardized elastic-plastic energy absorber 6 for a building arranged in the center are connected by a connecting member 7, and the connecting member 7 is connected to the left and right main frame bodies 3 at one end. Are connected to each other, and a plurality of oblique frames 8 that are installed obliquely are connected.

  In the present embodiment, for example, the upper and lower beams 1 and the main frame 3 are H-shaped steel (for example, SS400), the left and right columns 2 are rectangular steel pipes, the connecting frame 5 is a rectangular steel pipe (for example, STKR400), and an elastic-plastic energy absorber. 6 is a low yield point steel plate (highly ductile hot rolled mild steel plate), the connecting member 7 is a steel plate (for example, SS400), the slanted frame body 8 is a round steel pipe (for example, STK400), etc. As shown in FIG. 3, the body 6 and the connecting member 7 are fixed by a torcia type high strength bolt 9 (for example, M16 (S10T)) or the like, and the other members are integrally assembled with each other by welding.

  In the embodiment shown in FIG. 3, for example, the elastoplastic energy absorber 6 is formed by pressing a highly ductile hot-rolled mild steel plate into a shape shown in FIG. It consists of a total length of 200 mm, a width of 110 mm at both ends, a width of the constriction of 33.4 mm at the center, and a height of the standing piece of 14 mm. In addition, a constraining member 10 is fixed to both ends of the constriction by a torcia type high-strength bolt 9 or the like, and is configured so that plastic deformation is concentrated on the central portion of the constriction of the elastic-plastic energy absorber 6. .

  The low-yield point steel material that is the material of the elastoplastic energy absorber 6 is generally composed of an alloy of elements such as iron and carbon and other trace amounts of manganese, nickel, phosphorus, sulfur, etc. Low yield point steel can be made by reducing the element content, bringing it closer to pure iron, increasing the crystal grains, or adding a small amount of special elements such as niobium (Nb).

  The mechanical properties of low yield point steel materials compared to general steel materials are such that the yield point is lowered by about half, the elongation capacity is increased, and the tensile strength is lowered. And since it has the same high rigidity as a general steel material, it yields from a small deformation stage for the same force because the yield point is low. Can be absorbed. Therefore, the low yield point steel material has a larger amount of energy absorption at the time of small deformation than a general steel material.

  On the other hand, increasing the amount of steel used to achieve the same strength as a structure using ordinary steel, and making a structure using steel with a low yield point increases the plastic strain energy up to fracture by the amount of high elongation capacity. Therefore, the earthquake resistance at the time of a large earthquake is improved.

  Therefore, by connecting the left and right connecting frame bodies 5 and the central elastic-plastic energy absorber 6 to form the connecting frame material 4, a general steel material having greatly different mechanical properties and a low yield point steel material are combined. By using them properly, it is possible to control the mechanical behavior as a structure as designed by the designer.

  When the elastic-plastic energy absorber 6 disposed in the central portion of the connecting frame member 4 receives an external force exceeding a predetermined value acting on the steel frame due to an earthquake or the like, it yields before other parts and plastically deforms. It is composed of a plastic body designed as follows. The yield strength is designed so that the amount of energy absorption becomes clear by appropriately changing the material, length, shape, etc. of the elastic-plastic energy absorber 6.

  As shown in FIG. 6, the elasto-plastic energy absorber 6 has a maximum displacement amount of the elasto-plastic energy absorber 6 caused by an earthquake (in this embodiment, “maximum interlayer displacement amount”), The correlation with the cumulative damage value of the elasto-plastic energy absorber 6 caused by the earthquake is set in advance and stored and stored in the correlation information DB 17. The correlation takes the type of earthquake as a parameter. The earthquake type parameter is the standard deviation σ of the phase difference distribution obtained by Fourier transforming the seismic wave data.

  As shown in FIG. 5, the maximum displacement amount (maximum interlayer displacement amount) of the elastic-plastic energy absorber 6 generated by the earthquake for each type of earthquake, and the cumulative damage value of the elastic-plastic energy absorber 6 caused by the earthquake Analyze the time calendar response analysis for each waveform of different seismic waves and different building strengths and plot each of them, and envelop the cumulative damage value group for the plotted maximum displacement (maximum interlayer displacement) The upper limit curve L is set as a correlation between the maximum amount of displacement caused by an earthquake and the cumulative damage value of the elastic-plastic energy absorber 6 caused by the earthquake.

  Then, as shown in FIG. 6, the upper limit curve L for each type of earthquake obtained in FIG. 5 shows the maximum displacement amount (maximum interlayer displacement amount) of the elastic-plastic energy absorber 6 caused by the earthquake, and the elasticity caused by the earthquake. It is created as correlation curve data with the cumulative damage value of the plastic energy absorber 6 and stored in the correlation information DB 17, and by using this, the standardized elasto-plasticity for buildings by the cumulative damage value calculation unit 18 is used. The deterioration diagnosis can be performed by calculating the cumulative damage value of the energy absorber 6.

  That is, based on the correlation curve data of FIG. 6 stored in the correlation information DB 17, the maximum displacement amount (maximum interlayer displacement amount) of the elastic-plastic energy absorber 6 generated by the actual earthquake calculated by the maximum displacement amount calculation unit 16. Based on the above, the cumulative damage value calculation unit 18 calculates the cumulative damage value of the elastic-plastic energy absorber 6 caused by the actual earthquake, and diagnoses the deterioration of the elastic-plastic energy absorber 6.

  In such a configuration, when the steel building is subjected to a large seismic force, the elastic-plastic energy absorber 6 first reaches the yield point and undergoes plastic deformation, and the rest is hardly damaged. When exchanging, the seismic element A having the elastoplastic energy absorber 6 plastically deformed as shown in FIG. 2 is removed from the left and right columns 2, and the seismic element A to which the new elastoplastic energy absorber 6 is attached is changed to the left and right columns 2. The steel frame can be easily restored to its original state simply by fixing.

  When only the elasto-plastic energy absorber 6 is replaced with a new one, the elasto-plastic energy absorber 6 which is plastically deformed or broken by an external force such as an earthquake by removing the high-strength bolt 9 shown in FIG. The seismic element A and the steel frame can be easily restored to the original state by simply removing the elastic member 6 from the connecting member 7 and fixing the new elastic-plastic energy absorber 6 to the connecting member 7 with high-strength bolts 9.

  The seismic element A is integrally assembled including the main frame 3, the connecting frame 5, the elastic-plastic energy absorber 6, the connecting member 7, the oblique frame 8, and the restraining member 10.

  According to the “Performance and Design of Steel Structures (Author Hitoshi Kuwamura)” published by Kyoritsu Shuppan, the fatigue life is estimated based on the minor rule, and the cumulative damage defined by the formula: D = Σ (n / N) The evaluation is based on the value, and it is described that the fracture occurs when D = 1. In order to obtain the cumulative damage value, several samples of the elastoplastic energy absorber 6 for which the cumulative damage value is to be obtained are prepared, and inspected in advance by performing constant amplitude loading with different amplitudes.

  When the earthquake-resistant element A is damaged due to an earthquake or the like, interior materials such as cloth and gypsum board, sealing materials, and exterior materials such as outer walls are also damaged. It has been found that the degree of damage correlates with the amplitude of the deformation of the building. Therefore, the maximum displacement amount of the elastic-plastic energy absorber 6 is estimated from the positional deviation, deformation, and damage state of the interior material and exterior material, and is input by the input unit 12, and the maximum displacement amount calculation unit 16 performs non-destructive elasticity of the building. The maximum displacement amount of the plastic energy absorber 6 can be calculated, and the cumulative damage value of the elastoplastic energy absorber 6 caused by the actual earthquake is obtained by the cumulative damage value calculation unit 18 based on the maximum displacement amount. Deterioration can be diagnosed by calculating the cumulative damage value of the elasto-plastic energy absorber 6 installed in the building as a load bearing element.

  Recently, the strong ground motion observation network has been enhanced centering on “K-net” provided by the National Research Institute for Earth Science and Disaster Prevention, making it easy to obtain the seismic observation data shown in FIG. 7 immediately after the occurrence of the earthquake. Moreover, the scenario earthquake ground motion waveform etc. are open | released by the Central Disaster Prevention Council, Disaster Prevention Technology Research Institute (J-SHIS), etc., and the seismic wave data shown in FIG. 7 can be easily acquired.

  In this embodiment, the plate boundary is close to the trench where the earthquake is a shallow inland earthquake where the faults deviate from each other due to active fault variations, or a huge plate (rock plate) in the ocean sinks under the plate on the land side. The phase difference distribution shown in FIG. 7 is used as a method for classifying the type of earthquake such as a trench-type earthquake caused by slippage.

  Here, assuming that the phase difference distribution of the simulated earthquake is a normal distribution, the type of earthquake of the simulated earthquake is set with its standard deviation σ as a parameter. As parameters of the simulated earthquake, for example, as shown in FIG. 4, when the total data time of the seismic wave is 163.84 seconds, the average value of the phase difference distribution is 81.92 seconds, and the phase difference is 0 to 2π, The standard deviation σ of the seismic wave of the type 1 earthquake is 0.04π as shown in FIG. 4A, the standard deviation σ of the seismic wave of the intermediate type 1 earthquake is 0.15π as shown in FIG. 4B, and the intermediate type 2 earthquake. The standard deviation σ of the seismic wave is 0.25π as shown in FIG. 4 (c), and the standard deviation σ of the seismic wave of the trench-type earthquake is 0.40π as shown in FIG. 4 (d).

  For each of the earthquake types set in this way, 30 different simulated seismic waves are created so that the standard deviation σ of the phase difference of the seismic wave becomes the respective value.

  In the analysis using simulated seismic waves, a time history response analysis is performed using a three-mass system shear spring model corresponding to each of the first to third floors of a medium- and low-rise steel building. For shear springs, load-bearing panels, lightweight cellular concrete (ALC) wall, gypsum board, etc. are considered.

  FIG. 5 shows an example of a response analysis in which each seismic wave composed of a vibration acceleration waveform created corresponding to the phase difference distribution is input for each type of earthquake. In the analysis, the yield shear force coefficient is used as a parameter so that a plurality of results can be obtained when the cumulative damage value is in the range of 0.05 to 1.0 (the maximum value of the cumulative damage value is “1.0”). In addition, as the earthquake type becomes a trench type earthquake as shown in FIG. 5B, the cumulative damage value may not reach 1.0 in the set simulated earthquake. In this case, the input amplitude is increased. The result was obtained.

  5 (a) and 5 (b), the maximum displacement amount (maximum interlayer displacement amount) and cumulative damage value of the elastic-plastic energy absorber 6 obtained by analyzing the time calendar response by changing the intensity for any one seismic wave. When the correlation is obtained, they are distributed on substantially the same curve.

  FIG. 6 shows correlation information between the maximum displacement amount (maximum interlayer displacement amount) of the elastic-plastic energy absorber 6 and the accumulated damage value stored in the correlation information DB 17. An elastic-plastic energy absorber for each earthquake type using an upper limit curve L, which is an approximate curve of the upper limit values plotted in the correlation between the maximum displacement amount (maximum interlayer displacement amount) of the plastic energy absorber 6 and the cumulative damage value. 6 is the standard deviation σ of the phase difference distribution of the seismic wave (σ = 0.40π, 0.25π, 0.15π,. 04π).

  On the other hand, in order to determine the type of earthquake from the actual earthquake data and select the correlation according to the type of earthquake of the actual earthquake from the correlation between the maximum displacement and the cumulative damage value in FIG. In order to calculate the standard deviation of the distribution more accurately, it is preferable to correct the actual earthquake data as follows.

  7 (a) and 9 (a) are examples of the phase difference distribution of the seismic wave of the 1995 Hyogoken-Nanbu Earthquake. FIGS. 7 (b) and 9 (b) show the Kern that occurred in 1952. FIGS. 7C and 9C are examples of the phase difference distribution of the Tokachi-oki earthquake that occurred in 1968. FIG.

  As shown in FIGS. 7A to 7C, when the phase difference distribution obtained by directly performing the Fourier transform on the seismic wave of the actual earthquake before the correction, the incorrect data due to the link effect remains at the end of the phase difference distribution. Cannot obtain an accurate standard deviation σ. Therefore, the standard deviation calculation unit 15 moves the seismic wave of the actual earthquake before being converted into the phase difference distribution after the maximum acceleration occurrence time of the actual seismic wave has elapsed for a predetermined time. That is, in this embodiment, the phase difference distribution is obtained by Fourier transforming the acceleration data of the seismic wave obtained by supplementing and correcting the acceleration “0” for a certain time. In this way, the acceleration data of the seismic wave is corrected so that the peak value of the phase difference distribution is at a position π that is approximately the center of 2π of the phase difference.

  Here, as shown in FIGS. 9A to 9C, it is known that the phase difference distribution of the actual seismic wave has a shape similar to the normal distribution, but when obtaining the standard deviation σ from the phase difference distribution Due to the difference in distribution from the normal distribution, it can be considered that there is a difference between the phase difference distribution of the actual seismic wave and the distribution shape of the normal distribution.

Therefore, in the present embodiment, the correspondence between the phase difference distribution of the actual seismic wave and the normal distribution is set as shown in the following equation (1). (1) The phase difference distribution is normalized to the probability density. Then, (2) the standard deviation calculation unit 15 calculates the maximum of the envelope of the frequency distribution from the phase difference near the maximum value of the frequency distribution of the phase difference distribution and the frequency in order to optimize the standard deviation of the phase difference distribution. Change the value. That is, as shown in FIG. 8, the mode value (P _i ) of the phase difference distribution of the actual seismic wave and the data values (P _i-1 ) and (P _{i + 1} ) before and after the mode value (P _i ). ) And a quadratic curve a passing through the three data values, and the extreme value coordinates (x _opt , P _opt ) of the quadratic curve a are obtained. (3) The average value of the normal distribution is set to x _opt, and the standard deviation σ when the extreme value of the probability density of the normal distribution becomes the same as (P _opt ) is set as shown in the following equation (1). Here, the standard deviation of the normal distribution is σ, and the frequency distribution interval (2π / 32) is dx.

  As can be seen from the equation (1), the standard deviation σ of the normal distribution can be obtained when the phase difference distribution of the seismic wave of the earthquake is created.

9A to 9C correspond to each standard deviation, where σ ₀ is the standard deviation obtained directly from the phase difference distribution of the seismic wave of the earthquake, and σ is the standard deviation obtained from the above equation 1. The probability density distribution is shown.

Both the phase difference distributions of the actual seismic waves are in good agreement with the probability density and the phase difference distribution according to the above equation (1). Further, the value of the standard deviation σ obtained by the above equation 1 is about half of the value of the standard deviation σ ₀ directly obtained from the phase difference distribution of the seismic wave in the example of FIG.

  Using the method described above, the standard deviation σ calculated more accurately is regarded as the standard deviation σ of the actual earthquake waveform in the present invention to determine the type of earthquake of the actual earthquake.

Per To take advantage of the correlation between the maximum displacement and the cumulative damage value elastoplastic energy absorber 6 as described above, at step S ₁ in FIG. 10, first, elastic-plastic generated by the earthquake for each type of Seismic determine the maximum displacement of the energy absorber 6, in step S _2, assuming the type of seismic, in step S _3, the maximum displacement amount corresponding to the type of earthquake seismic assumed in the step S ₂ - cumulative damage value Determine the cumulative damage value from the curve.

Then, the the maximum displacement amount determined in Step S _1, the seismic type which has been determined by the step S _2, in step S _3, the bullet from the correlation between the maximum displacement and the cumulative damage value for the type of seismic parameters The cumulative damage value of the plastic energy absorber 6 is obtained.

Next, in the deterioration diagnosis after the earthquake, after the actual earthquake has occurred, in step S ₁₁ of FIG. 11, the maximum displacement amount of deterioration diagnosis building of purpose was actually response (maximum story displacement amount) Ya the interior and exterior damage investigation It is estimated from history data of an acceleration sensor installed in a building in advance.

In step S ₁₂ at the same time, to determine the type of earthquakes observed real seismic waves, the maximum displacement amount determined in step S _11, an earthquake type determined in step S _12, in step S _13, the seismic type The cumulative damage value is estimated from the correlation between the maximum interlaminar displacement and the cumulative damage value.

  As an example of use of the present invention, it can be applied to a deterioration diagnosis device for a standardized elastic-plastic energy absorber for buildings, and in particular, a building that is designed assuming a floor that is damaged by an earthquake in advance. It is suitable for the deterioration diagnosis device of the equipped elastoplastic energy absorber.

FIG. 1 is a block diagram of a control system showing the configuration of an elastoplastic energy absorber deterioration diagnosis apparatus according to the present invention. It is a figure which shows the structure of the load-bearing wall equipped with the elastic-plastic energy frame which has an elastic-plastic energy absorber as a load-bearing element. It is a figure which shows an example of the elastic-plastic energy absorber. It is a figure which shows an example of the simulated seismic wave produced according to the type of earthquake. For each type of simulated earthquake created for each standard deviation of the phase difference distribution, an upper bound that envelops a group of cumulative damage values for the maximum displacement plotted according to different seismic waveforms and different building strengths It is a figure which shows a mode that a curve is set as a correlation with the maximum amount of displacement which generate | occur | produces by this earthquake, and the cumulative damage value of the elastic-plastic energy absorber resulting from this earthquake. For each type of simulated earthquake created for each standard deviation of the phase difference distribution, an upper bound that envelops a group of cumulative damage values for the maximum displacement plotted according to different seismic waveforms and different building strengths It is a figure which shows a mode that a curve is set as a correlation with the maximum amount of displacement which generate | occur | produces by this earthquake, and the cumulative damage value of the elastic-plastic energy absorber resulting from this earthquake. It is a figure which shows the phase difference distribution calculated | required by Fourier-transforming after correcting a real seismic wave. It is a figure explaining how to obtain | require the extreme value of phase difference distribution. It is a figure which shows the relationship between the phase difference distribution of each seismic wave, and normal distribution. It is a flowchart which utilizes the correlation between the maximum displacement amount of an elastic-plastic energy absorber and a cumulative damage value. It is a flowchart which utilizes the correlation between the maximum displacement amount of an elastic-plastic energy absorber and a cumulative damage value.

Explanation of symbols

A ... seismic element L ... upper curve 1 ... upper and lower beams 2 ... left and right columns 3 ... main frame 4 ... connection frame material 5 ... connection frame 6 ... elastoplastic energy absorber 7 ... connection member 8 ... diagonal frame
11… Deterioration diagnosis device
12 ... Input section
13 ... Control part
14 ... Output section
15 ... Standard deviation calculator
16… Maximum displacement calculator
17 ... correlation information DB
18 ... Cumulative damage value calculator
19 ... Maximum displacement information DB of elastic-plastic energy absorber
20… Interface
21 ... Internet

Claims (4)

A standardized elastoplastic energy absorber deterioration diagnostic device for buildings,
A standard deviation calculating means for converting a seismic wave of an actual earthquake into a phase difference distribution and calculating a standard deviation;
Maximum displacement amount calculating means for calculating the maximum displacement amount of the elastoplastic energy absorber generated by the actual earthquake;
Correlation information storage means for storing in advance correlation information between the maximum amount of displacement of the elastoplastic energy absorber caused by an earthquake and the cumulative damage value of the elastoplastic energy absorber caused by the earthquake;
The standard deviation of the actual seismic wave calculated by the standard deviation calculator, the maximum displacement of the elastic-plastic energy absorber calculated by the maximum displacement calculator, and the elastoplasticity stored in the correlation information storage unit Cumulative damage value calculation means for calculating the cumulative damage value of the elastic-plastic energy absorber from the correlation information between the maximum displacement amount of the energy absorber and the cumulative damage value;
An apparatus for diagnosing deterioration of an elasto-plastic energy absorber, comprising: The said standard deviation calculation means moves about the acceleration data of an actual earthquake before converting into the said phase difference distribution, after the predetermined time passes the maximum acceleration generation time of this actual seismic wave. Degradation diagnostic device for elastic-plastic energy absorber. The standard deviation calculating means changes the maximum value of the envelope of the frequency distribution from the phase difference near the maximum value of the frequency distribution of the phase difference distribution and the frequency to obtain the standard deviation of the phase difference distribution. The deterioration diagnosis apparatus for an elastic-plastic energy absorber according to claim 1, wherein A method for diagnosing deterioration of a standardized elastic-plastic energy absorber for buildings,
The standard deviation is calculated by converting the seismic wave of the actual earthquake into a phase difference distribution,
Calculate the maximum displacement of the elastoplastic energy absorber generated by the actual earthquake,
The standard deviation of the actual seismic wave, the maximum displacement amount of the elasto-plastic energy absorber generated by the actual earthquake, the maximum displacement amount of the elasto-plastic energy absorber generated by a previously prepared earthquake, and the attributed to the earthquake A method of diagnosing deterioration of an elastoplastic energy absorber, comprising: calculating a cumulative damage value of the elastoplastic energy absorber from correlation information with a cumulative damage value of the elastoplastic energy absorber.