JP4749268B2 - Degradation diagnostic device for elastic-plastic energy absorber - Google Patents

Description

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

  Cumulative damage value of elasto-plastic energy absorber for building equipped with elasto-plastic energy frame as load bearing element with elasto-plastic energy absorber, especially for damage prediction due to earthquake of building A technique for diagnosing the deterioration of the elastoplastic energy absorber by accurately and promptly predicting and estimating the above 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 the object of the present invention is to be able to quickly determine the earthquake type in the construction site of the building when an earthquake occurs, and to accumulate the damage of the elastic-plastic energy absorber due to the earthquake. It is an object of the present invention to provide an elastoplastic energy absorber deterioration diagnosis apparatus and an elastoplastic energy absorber deterioration diagnosis method capable of estimating values.

  In order to achieve the above object, a first configuration of an elastoplastic energy absorber deterioration diagnosis apparatus according to the present invention is a standardized elastoplastic energy absorber deterioration diagnosis apparatus for buildings, and includes actual earthquake data. Based on the above, an isoline diagram creating means for creating an isoline diagram of a numerical value representing the type of earthquake from real earthquake data observed at a plurality of observation points, and the isoline diagram creating means created by the isoline diagram creating means, etc. Earthquake type information calculation means for calculating earthquake type information in the construction site of the building based on the value diagram, maximum displacement calculation means for calculating the maximum displacement amount of the elasto-plastic energy absorber due to an actual earthquake, and generated by an earthquake Correlation information storage means for storing correlation information between the maximum displacement amount of the elastoplastic energy absorber and the cumulative damage value of the elastoplastic energy absorber caused by the earthquake, and the earthquake type information calculation The earthquake type information calculated by the means, the maximum displacement amount of the elastic-plastic energy absorber calculated by the maximum displacement amount calculating means, and the maximum displacement amount of the elastic-plastic energy absorber stored in the correlation information storage means And cumulative damage value calculating means for calculating the cumulative damage value of the elastoplastic energy absorber from the correlation information between and the cumulative damage value.

  Here, the types of earthquakes are shallow inland earthquakes where the faults are shifted from each other due to active fault fluctuations, and the trenches where a huge plate (rock plate) in the ocean sinks under the plate on the land side. It can be roughly divided into a trench-type earthquake that occurs near a plate boundary and a middle-type earthquake.

  In addition, in the second configuration of the elastoplastic energy absorber deterioration diagnosis device according to the present invention, in the first configuration, a numerical value indicating an earthquake type included in the actual earthquake data is converted into a phase difference distribution. It is characterized by the standard deviation of the phase difference distribution of earthquake data.

  The method for diagnosing degradation of an elastoplastic energy absorber according to the present invention is a method for diagnosing degradation of a standardized elastoplastic energy absorber for a building, and is observed at a plurality of observation points based on actual earthquake data. Create an isoline map of the numerical value representing the type of earthquake from the actual earthquake data, calculate earthquake type information at the construction site of the building based on the isoline map, and calculate the elasto-plastic energy absorber of the actual earthquake The maximum displacement amount is calculated, the earthquake type information, the maximum displacement amount of the elastoplastic energy absorber, the maximum displacement amount of the elastoplastic energy absorber generated by a previously prepared earthquake, and the earthquake The cumulative damage value of the elastic-plastic energy absorber is calculated from the correlation information with the cumulative damage value of the elastic-plastic energy absorber.

  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 amount for an actual earthquake of the building is, for example, the maximum interlayer displacement amount (cm) such as the horizontal displacement amount between the lower and upper floor beams of the building frame, the column and the beam The maximum displacement angle (rad) such as the angle between them and the maximum shear deformation (cm) of the elasto-plastic energy absorber 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 above configuration, the maximum displacement amount calculation means calculates the maximum displacement amount of the elastoplastic energy absorber after the earthquake occurs, while the earthquake type information calculation means calculates the earthquake at the building construction site based on the isoline map. Can be easily identified.

  Then, the cumulative damage value calculating means stores the earthquake type information calculated by the earthquake type information 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 in advance. Calculate the cumulative damage value of the used elastoplastic energy absorber from the correlation information between the stored maximum displacement amount of the elastoplastic energy absorber and the cumulative damage value, and determine the deterioration of the elastoplastic energy absorber. This makes it easy to predict the deterioration of buildings.

  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. FIG. 2 is an elastoplastic energy equipped with an elastoplastic energy frame having an elastoplastic energy absorber as a load-bearing element. FIG. 3 is a diagram showing an example of an elastic-plastic energy absorber, FIG. 4 is a diagram showing an example of simulated earthquake data created for each type of earthquake, and FIGS. 5 and 6 are positions of FIG. Cumulative damage value for maximum displacement of elasto-plastic energy absorber plotted according to different seismic wave shapes and different building strengths for each type of simulated earthquake created for each standard deviation of phase difference distribution The upper limit curve enveloping the group is set as a correlation between the maximum displacement of the elastic-plastic energy absorber generated by the earthquake and the cumulative damage value of the elastic-plastic energy absorber caused by the earthquake. FIG. 7 is a diagram showing the phase difference distribution obtained by Fourier transform after correcting the actual earthquake waveform data, FIG. 8 is a diagram for explaining how to obtain the extreme value of the phase difference distribution, and FIG. Is a diagram showing the relationship between the phase difference distribution and normal distribution of each seismic wave data, FIGS. 10 and 11 are flowcharts utilizing the correlation between the maximum displacement amount of the elastic-plastic energy absorber and the cumulative damage value, and FIG. It is an example of the isoline map of the numerical value showing the type of an earthquake from the data of the actual seismic wave observed at the observation point of.

  In FIG. 1, reference numeral 11 denotes a deterioration diagnosis device for a standardized elastic-plastic energy absorber 6 for buildings, which is constituted by a personal computer or the like. Reference numeral 12 denotes an input unit including a keyboard, a mouse, and the like, and actual earthquake information and building damage information are input on 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 19 denotes an interface connected to the Internet 21.

  In this embodiment, the interface 19 and the control unit 13 or the like serve as actual earthquake data acquisition means for acquiring actual earthquake data provided on a website (homepage) from a public institution via the Internet 21 after an earthquake occurs. The actual earthquake data acquired by the actual earthquake data acquisition means configured by the interface 19 and the control unit 13 is temporarily stored in a memory (not shown).

  Based on the actual earthquake data acquired by the actual earthquake data acquisition means configured by the interface 19 and the control unit 13 and the like, as shown in FIG. 12, the earthquake 20 is calculated from the actual earthquake data observed at a plurality of observation points. It is an iso-diagram creating unit serving as an iso-diagram creating means for creating an iso-diagram of numerical values representing types. FIG. 12 shows an example in which the standard deviation σ of the phase difference distribution obtained by Fourier transforming the seismic wave data of the earthquake is created as an isoline diagram as a numerical value representing the type of earthquake included in the actual earthquake data.

  Based on the actual earthquake data, as shown in FIG. 12, the isoline map creation unit 20 creates an isoline map of numerical values representing the type of earthquake from the actual earthquake data observed at a plurality of observation points. As an example, various commercially available computer software for creating contour maps can be adopted, for example, using “Gsharp (trade name)” manufactured by K.G. A value diagram can be easily created.

  Reference numeral 15 denotes an earthquake type information calculation unit serving as an earthquake type information calculation unit for calculating earthquake type information in the construction site of the building based on the isoline diagram shown in FIG.

  16 is a maximum displacement that is a maximum displacement calculation means for calculating the maximum displacement of the elastic-plastic energy absorber 6 with respect to an actual earthquake of a building provided with the elastic-plastic energy frame A having the standardized elastic-plastic energy absorber 6. It is a quantity calculation part.

  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 earthquake type information calculated by the earthquake type information calculation unit 15, the maximum displacement amount of the elastic-plastic energy absorber 6 calculated by the maximum displacement calculation unit 16, and the elastic-plastic energy stored in the correlation information DB 17. It is a cumulative damage value calculation unit serving as a cumulative damage value calculating 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 absorber 6 and the cumulative damage value.

  2 and 3, A is an elasto-plastic energy frame having a standardized elasto-plastic energy absorber (6) attached to a steel building of a medium- and low-rise housing as an example of a load bearing element installed in a building structure ( Seismic element). 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 elastic-plastic energy frame 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 4 is connected to the main frame 3. The right and left connecting frames 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 includes the left and right main frame bodies. A plurality of slanted frame bodies 8 that are obliquely installed and connected at one end to 3 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 transform of the earthquake data.

  As shown in FIG. 5, the maximum displacement amount (maximum interlayer displacement amount) of the elastic-plastic energy absorber 6 generated by the simulated earthquake for each earthquake type, and the cumulative damage of the elastic-plastic energy absorber 6 caused by the simulated earthquake Analyzing the time relationship with each of a plurality of different seismic data and a plurality of different building strengths, and plotting the relationship with the value for each of the maximum displacement (maximum interlayer displacement) of the elastoplastic energy absorber 6 plotted The upper limit curve L enveloping the cumulative damage value group is set as a correlation between the maximum displacement amount 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. .

  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 elastic-plastic energy for the building is calculated by the cumulative damage value calculation unit 18. The deterioration diagnosis can be performed by calculating the cumulative damage value of the absorber 6.

  That is, based on the correlation curve data of FIG. 6 stored in the correlation information DB 17, the earthquake type information calculated by the earthquake type information calculation unit 15 and the elastoplastic energy absorber calculated by the maximum displacement amount calculation unit 16. On the basis of the maximum displacement amount 6, the accumulated damage value calculation unit 18 obtains the accumulated damage value of the elastoplastic energy absorber 6 resulting from the actual earthquake, so that the elastoplastic energy absorber 6 installed in the building as a load-bearing element. The cumulative damage value is calculated and the deterioration is diagnosed.

  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. In the case of replacement, the elasto-plastic energy frame A having the elasto-plastic energy absorber A having the elasto-plastic energy absorber 6 subjected to plastic deformation or the like shown in FIG. The steel frame can be easily restored to the original state simply by fixing A to the left and right columns 2.

  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 elasto-plastic energy frame A and the steel frame can be easily restored to the original state by simply removing the elasto-plastic energy absorber 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 elastoplastic energy frame A is integrally assembled including the main frame 3, the connecting frame 5, the elastoplastic 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.

  Further, when the elasto-plastic energy frame A is damaged by 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 amount of displacement of the plastic energy absorber 6 can be calculated. Based on the maximum amount of displacement of the elastoplastic energy absorber 6, the cumulative damage value calculation unit 18 uses the elastoplastic energy absorber 6 caused by the actual earthquake. By determining the cumulative damage value, the deterioration value can be diagnosed by calculating the cumulative damage value of the elastic-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 earthquake observation data shown in FIG. Moreover, the scenario earthquake motion waveform etc. are open | released in the Central Disaster Prevention Council, Disaster Prevention Technology Research Institute (J-SHIS), etc., and the earthquake 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 earthquake data of the direct earthquake is 0.04π as shown in FIG. 4 (a), and the standard deviation σ of the earthquake data of the intermediate type 1 earthquake is 0.15π as shown in FIG. 4 (b). The standard deviation σ of the earthquake data of type 2 earthquake is 0.25π as shown in FIG. 4C, and the standard deviation σ of the earthquake data of the trench earthquake is 0.40π as shown in FIG. 4D.

  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 earthquake data including vibration acceleration waveforms 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.

  The earthquake type information calculation unit 15 calculates the type of earthquake that occurred in the construction site of the actual building from the actual earthquake data obtained from the various types of earthquakes by the interface 19 via the Internet 21 based on the isoline map. To do. For example, earthquake type information is calculated, such as a direct earthquake in the Tokyo area and a trench earthquake in the Tokai region, and the standard deviation σ of the corresponding earthquake data is selected.

  5 (a) and 5 (b), the maximum displacement amount (maximum interlayer displacement amount) and cumulative damage of the elastic-plastic energy absorber 6 obtained by analyzing the time calendar response with varying the intensity for any one earthquake data When the relationship with the value is obtained, it is 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 earthquake data (σ = 0.40π, 0.25π, 0.15π, 0 from the left side of the figure). .04π).

  On the other hand, in order to discriminate the earthquake type from the actual earthquake data and select the correlation according to the actual earthquake type from the correlation between the maximum displacement amount and the cumulative damage value shown in FIG. In order to calculate the standard deviation σ 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 earthquake data of the 1995 Hyogoken-Nanbu Earthquake. FIGS. 7 (b) and 9 (b) occurred in 1952. FIG. 7C and FIG. 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 data of the actual earthquake before the correction, 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 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 actual 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, the phase difference distribution of the actual earthquake data is known to have a shape similar to the normal distribution, but the standard deviation σ is obtained from the phase difference distribution. Sometimes, the difference in distribution from the normal distribution may cause a difference in the phase difference distribution of the actual seismic wave and the distribution shape of the normal distribution.

Therefore, in this embodiment, the correspondence between the phase difference distribution of the actual earthquake data and the normal distribution is set as shown in the following equation (1). (1) The phase difference distribution is normalized to the probability density. (2) In order to optimize the 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 phase difference distribution and the frequency. That is, as shown in FIG. 8, the mode value (P _i ) of the phase difference distribution of the actual earthquake data and the data values (P _i-1 ) and (P _{i +} ) before and after the mode value (P _i ). ₁ ), a quadratic curve a passing through the three data values is obtained, and 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 if the phase difference distribution of the earthquake data of the actual earthquake is created.

9 (a) to 9 (c), each standard deviation is represented by σ ₀ when the standard deviation is directly obtained from the phase difference distribution of the earthquake data of the actual earthquake, and σ when the standard deviation is obtained by the above equation 1. The corresponding probability density distribution is shown.

Both the phase difference distributions of the actual earthquake data 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 earthquake data in the example of FIG.

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

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, the maximum displacement amount calculation unit 16 of the elasto-plastic energy absorber 6 It calculates the maximum amount of displacement, in step S _2, calculated seismic type information in the construction site of a building on the basis of equality diagram created by isoline map creation unit 20 by the earthquake type information calculation unit 15, step In S ₃ , the cumulative damage value of the elastoplastic energy absorber 6 is obtained from the maximum displacement amount-cumulative damage value curve corresponding to the earthquake type information assumed in Step S ₂ by the cumulative damage value calculation unit 18.

Next, in the deterioration diagnosis after the earthquake, after the actual earthquake occurs, in step S ₁₁ in FIG. 11, the maximum displacement of the elasto-plastic energy absorber 6 in which the deterioration diagnosis building object actually respond (maximum interlayer displacement ) Is estimated from internal / exterior damage surveys or history data of acceleration sensors installed in the building in advance.

At the same time in step S _12, the acquired actual seismic from the data to create the isoline diagram calculated seismic type information in the construction site, the maximum displacement of the elasto-plastic energy absorber 6 which has been determined by the step S _11, the the seismic type information obtained at step S _12, in step S _13, the cumulative elastoplastic energy absorber 6 from the correlation between the maximum interlayer displacement amount and the cumulative damage value for the seismic type as a parameter by the cumulative damage value calculator 18 Estimate damage values.

  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 and the deterioration diagnosis method of the 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 earthquake data produced according to the type of earthquake. For each type of simulated earthquake generated for each standard deviation of the phase difference distribution of FIG. 4, a group of cumulative damage values for the maximum displacement amount plotted according to different waveforms of different seismic waves and different building strengths. It is a figure which shows a mode that the upper limit curve which envelopes 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 generated for each standard deviation of the phase difference distribution of FIG. 4, a group of cumulative damage values for the maximum displacement amount plotted according to different waveforms of different seismic waves and different building strengths. It is a figure which shows a mode that the upper limit curve which envelopes 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 real earthquake data. 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 earthquake data, 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. It is an example of the isoline map of the numerical value showing the type of an earthquake from the real earthquake data observed in the some observation point.

Explanation of symbols

A ... Elasto-plastic energy frame (seismic element)
L ... Upper limit curve 1 ... Vertical beam 2 ... Left / right column 3 ... Main frame 4 ... Connection frame 5 ... Connection frame 6 ... Elasto-plastic energy absorber 7 ... Connection member 8 ... Diagonal frame
11… Degradation estimation device
12 ... Input section
13 ... Control unit
14 ... Output section
15 ... Earthquake type information calculator
16… Maximum displacement calculator
17 ... correlation information DB
18 ... Cumulative damage value calculator
19… Interface
20… Contour plotting part
21 ... Internet

Claims (3)

A standardized elastoplastic energy absorber deterioration diagnostic device for buildings,
An isoline diagram creation means for creating a contour map of a numerical value indicating the type of earthquake from actual earthquake data observed at a plurality of observation points based on actual earthquake data;
Earthquake type information calculating means for calculating earthquake type information in the construction site of the building based on the isoline map created by the isoline map creating means;
A maximum displacement amount calculating means for calculating the maximum displacement amount of the elastic-plastic energy absorber due to an actual earthquake;
Correlation information storage means for storing 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 earthquake type information calculated by the earthquake type information calculation means, the maximum displacement amount of the elastic-plastic energy absorber calculated by the maximum displacement amount calculation means, and the elastic-plastic energy absorption stored in the correlation information storage means A cumulative damage value calculating means for calculating a cumulative damage value of the elastic-plastic energy absorber from the correlation information between the maximum displacement amount of the body and the cumulative damage value;
An apparatus for diagnosing deterioration of an elasto-plastic energy absorber, comprising: The numerical value indicating the type of earthquake included in the actual earthquake data is a standard deviation of the phase difference distribution of the earthquake data converted into the phase difference distribution. Deterioration diagnostic device. A method for diagnosing deterioration of a standardized elastic-plastic energy absorber for buildings,
Based on the actual earthquake data, create a contour map of the numerical value representing the type of earthquake from the actual earthquake data observed at multiple observation points, and based on the contour map, information on the earthquake type at the construction site of the building To calculate
Calculate the maximum displacement of the elasto-plastic energy absorber due to the actual earthquake,
The earthquake type information, the maximum displacement amount of the elastoplastic energy absorber, the maximum displacement amount of the elastoplastic energy absorber generated by an earthquake prepared in advance, and the elastoplastic energy absorber caused by 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.