JP4005004B2 - Earthquake damage prediction apparatus, earthquake damage prediction method, and earthquake damage prediction program - Google Patents

Description

  The present invention relates to an earthquake damage prediction apparatus, an earthquake damage prediction method, and an earthquake damage prediction program. More particularly, the present invention relates to an earthquake damage prediction apparatus, an earthquake damage prediction method, and an earthquake damage prediction program for predicting the damage status of a building due to earthquake motion.

  In recent years, due to the expansion of securitization of buildings, the importance of due diligence operations to evaluate the value of buildings has increased. On the other hand, risk management for unpredictable situations such as natural disasters is also required in projects by PFI (Private Finance Initiative) that has recently started, and advanced risk assessment techniques are required.

  Along with this, there is a demand for improving the accuracy of deriving PML (Probable Maximum Loss) values, which are important indicators for building value evaluation and risk evaluation. In addition, the Building Standards Law has changed from the specification rules to the performance rules. However, the PML value is also effective as a reliability evaluation index for the purpose of clarifying the performance and accountability of new buildings. It is requested.

  The PML value is a value that represents the 90% non-exceeded value of the amount of damage that would be caused by an earthquake with an excess probability of 10% (reproduction period 475 years) over 50 years, as a ratio to the replacement cost of the building, It is widely used as an index to show the earthquake resistance of buildings.

  Conventionally, as a technique for deriving a PML value with high accuracy, Non-Patent Document 1 discloses that a seismic wave is simulated and a response analysis of a building model is performed using this, and a damage degree is calculated based on the analysis result. A technique for determining a curve and deriving a PML value based on the damage curve is disclosed.

  In this technique, first, an earthquake risk curve (hazard curve) as shown in FIG. 11A is derived based on the ground conditions of the target area.

  Next, an average value of magnitudes of earthquakes exceeding each value for each maximum acceleration value in the earthquake risk degree curve is calculated as a hazard-adapted magnitude, and a simulated seismic wave is generated using the hazard-adapted magnitude.

  Next, a response analysis of the building model is performed using the generated simulated seismic wave, and as shown in FIG. 11 (B), the damage level (in the same figure, the damage levels of the three stages of small damage, medium damage, and large damage) Deriving the damage curve.

Then, from the derived damage degree curve, the damage probability due to the ground motion (maximum acceleration) of each reproduction period 475 is obtained, the probability distribution of loss is calculated based on the damage probability, and the PML value is calculated based on the probability distribution. To derive.
Naruhiro Sakamoto and two others, “Evaluation method and trial calculation example of PML value of buildings”, Taisei Construction Technology Center Bulletin, 2002, No. 35, p. 28-1 to 28-6

However , in the technique described in Non-Patent Document 1, a damage degree curve is obtained from a response analysis result by a simulated seismic wave. However, the damage state of the entire building is classified as medium damage or major damage, and the response value is the damage state. If there is a layer that exceeds the above criteria, the entire building will be in the damaged state. In calculating the PML value, a loss (loss amount / building price) is given according to each loss state of the entire building, and the PML value is calculated in consideration of the probability of each damage state.

Thus, in the technology described in Non-Patent Document 1, since the staying in the evaluation of the layer units, necessarily not necessarily also be sufficient accuracy damage estimation, there is a problem that.

  The present invention has been made to solve the above-described problems, and provides an earthquake damage prediction apparatus, an earthquake damage prediction method, and an earthquake damage prediction program capable of predicting the damage status of a building due to earthquake motion with high accuracy. With the goal.

To achieve the above Symbol purpose, earthquake damage prediction apparatus comprising: a seismic wave generating means generates a plurality of seismic waves in the region that has been built buildings to be subjected to damage estimation, generated by the seismic wave generating means A dynamic elasto-plastic analysis using a mass system model is performed using a plurality of seismic waves, and an interlayer displacement deriving means for deriving at least one of the maximum layer shear force and the maximum interlayer deformation angle, and the interlayer displacement deriving means Static elasto-plastic analysis using a three-dimensional frame model is performed using at least one of the maximum layer shear force and the maximum interlayer deformation angle, and the damage state is derived for each member used in the building, and the seismic motion is based on the damage state. Predicting means for predicting the degree of damage to the building.

According to the earthquake damage prediction apparatus according to claim 1, a plurality of seismic waves in the area where the building to be damaged is built are generated by the seismic wave generation means, and generated by the seismic wave generation means by the interlayer displacement deriving means. A dynamic elasto-plastic analysis using a mass system model is performed using a plurality of seismic waves, and at least one of the maximum layer shear force and the maximum interlayer deformation angle is derived, and is derived by the interlayer displacement deriving unit by the prediction unit . Static elasto-plastic analysis using a three-dimensional frame model is performed using at least one of the maximum layer shear force and the maximum interlayer deformation angle, and a damage state is derived for each member used in the building, and based on the damage state The degree of damage to the building due to earthquake motion is predicted.

That is, in the present invention, the damage state is derived for each member used in the building by the response analysis by the building model using a plurality of seismic waves, and the damage degree to the building due to the ground motion is predicted based on the damage state. In comparison with the technique described in Non-Patent Document 1 that predicts without considering the damage state of each member, the prediction can be performed with higher accuracy.
Further, in the present invention, since the damage state is derived for each member by performing response analysis in two stages by the elastic-plastic analysis of the mass system model and the three-dimensional frame model, the damage state of the building due to the earthquake motion is predicted with higher accuracy. be able to.

Thus, according to the earthquake damage prediction apparatus according to claim 1 , a plurality of seismic waves in the area where the building subject to damage prediction is built are generated, and a plurality of generated seismic waves are used to generate a seismic point model. Perform dynamic elasto-plastic analysis to derive at least one of maximum layer shear force and maximum interlaminar deformation angle, and static elasto-plastic analysis using a three-dimensional frame model using at least one of the derived maximum layer shear force and maximum interlaminar deformation angle The damage status is derived for each member used in the building, and the degree of damage to the building due to earthquake motion is predicted based on the damage status, so the damage status of the building due to earthquake motion can be predicted with high accuracy. can do.

In addition, this invention can make the said member into a structural member and a non-structural member like invention of Claim 2 . The structural member includes a column, a beam, and a wall, and the non-structural member includes an interior, a ceiling, a non-structure floor, a partition, an exterior, a facility, and an exterior.

  Thereby, it is possible to predict the earthquake damage situation with high accuracy in which the damage states of these structural members and non-structural members are individually taken into account.

In order to achieve the above object, the earthquake damage prediction method according to claim 3 generates a plurality of seismic waves in an area where a building subject to damage prediction is built, and uses the generated seismic waves to generate a mass point. Dynamic elasto-plastic analysis is performed using a system model, and at least one of the maximum layer shear force and the maximum interlayer deformation angle is derived. An elasto-plastic analysis is performed, a damage state is derived for each member used in the building, and a degree of damage to the building due to earthquake motion is predicted based on the damage state.

Therefore, according to the earthquake damage prediction method according to claim 3, because they act in the same manner as the invention of claim 1, wherein, similarly to the first aspect of the present invention, predicts the damage status of the building by earthquake motion with high precision can do.

In order to achieve the above object, the earthquake damage prediction program according to claim 4 includes a seismic wave generating step for generating a plurality of seismic waves in a region where a building to be damaged is predicted, and the seismic wave generating step. A dynamic elasto-plastic analysis is performed using a mass system model using the generated seismic waves, and is derived by an interlayer displacement deriving step for deriving at least one of the maximum layer shear force and the maximum interlayer deformation angle, and the interlayer displacement deriving step. Static elasto-plastic analysis using a three-dimensional frame model using at least one of the maximum layer shear force and the maximum interlayer deformation angle, deriving the damage state for each member used in the building, and based on the damage state And a prediction step of predicting the degree of damage to the building due to earthquake motion.

Thus, according to claim 4, according to the earthquake prediction program, can be made to act in the same manner as the invention of claim 1, wherein the computer, in the same manner as the invention of claim 1, wherein, in a building by earthquake motion Damage status can be predicted with high accuracy.

According to the earthquake damage prediction apparatus according to claim 1 , the earthquake damage prediction method according to claim 3 , and the earthquake damage prediction program according to claim 4 , the area where the building subject to damage prediction is built Generate multiple seismic waves, and perform dynamic elasto-plastic analysis using a mass system model using the generated seismic waves to derive at least one of the maximum layer shear force and the maximum interlayer deformation angle. Perform static elasto-plastic analysis with a three-dimensional frame model using at least one of the maximum interlayer deformation angles, derive the damage state for each member used in the building, and damage to the building due to earthquake motion based on the damage state Since the degree is predicted, it is possible to predict the damage situation of the building due to the earthquake motion with high accuracy.

  The best mode for carrying out the present invention will be described below in detail with reference to the drawings. First, the configuration of an earthquake damage prediction system 10 to which the present invention is applied will be described with reference to FIG.

  As shown in the figure, the earthquake damage prediction system 10 according to the present embodiment includes a WWW (World Wide Web) server 20 and a parallel computing server 30.

  The WWW server 20 and the parallel computing server 30 are owned by the provider of the earthquake damage prediction system 10. The WWW server 20 is provided on the Internet, and the parallel computing server 30 is provided so as to be accessible from the WWW server 20. ing.

  The parallel computing server 30 executes earthquake damage prediction at high speed by parallel processing, and is the core of the earthquake damage prediction system 10. The WWW server 20 serves as a bridge between the information terminal device 40 (in this embodiment, a personal computer) owned by the user of the earthquake damage prediction system 10 and the parallel computing server 30.

  In the earthquake damage prediction system 10 according to the present embodiment, when the WWW server 20 on the Internet is accessed by the information terminal device 40 through the WWW browser (Browser) by the user, the WWW server 20 is the access source information terminal device. The screen data for inputting various data to 40 is transmitted.

  In response to this, the information terminal device 40 displays a screen based on the screen data received from the WWW server 20, and the user inputs necessary data on the screen.

  In response to this, the WWW server 20 sends the data input by the user to the parallel computing server 30 and requests that the earthquake damage be predicted using the data.

  The parallel computing server 30 that has received the request executes an earthquake damage prediction processing program, which will be described later, to execute an earthquake damage prediction, and transmits the prediction result to the WWW server 20. The parallel computing server 30 also performs processing for notifying the user who is the owner of the access source information terminal device 40 that the earthquake damage prediction has been completed.

  The user who has received the notification accesses the WWW server 20 again by the information terminal device 40 and downloads the prediction result from the WWW server 20.

  Thus, the earthquake damage prediction system 10 according to the present embodiment is configured as an ASP (Application Service Provider).

  Next, the operation of the earthquake damage prediction system 10 according to the present embodiment will be described. First, the earthquake damage prediction service process executed in the WWW server 20 will be described with reference to FIG. Note that FIG. 2 shows the processing of the earthquake damage prediction service processing program executed by the WWW server 20 in response to the input of use of the earthquake damage prediction service by the information terminal device 40 by any user. The program is stored in advance in a hard disk (not shown) built in the WWW server 20.

  First, in step 100, screen data indicating a predetermined earthquake risk analysis screen is transmitted to the access source information terminal device 40 via the Internet. In the next step 102, predetermined information from the information terminal device 40 is transmitted. Wait for input. Through the process of step 100, the earthquake risk analysis screen is displayed on the display of the access source information terminal device 40.

  FIG. 3 shows an example of an earthquake risk analysis screen displayed on the display 40A. As shown in the figure, on the seismic risk analysis screen according to the present embodiment, information indicating the position to be predicted (hereinafter referred to as “position information”) and information indicating the type of ground at the position ( Hereinafter, “ground type information”) can be input.

  As shown in the figure, in the earthquake damage prediction system 10, the location information is displayed in a list of spot names in a spot list stored in advance on the screen, and a desired one is displayed from the displayed spot names. It can be input by designating, or can be input by inputting latitude and longitude. As shown in the figure, the earthquake damage prediction system 10 selectively selects one of the four types of ground types “hard”, “normal”, “soft”, and “soft” as the ground type information. Can be entered.

  When the earthquake risk analysis screen as shown in the figure is displayed on the display 40A, the user can operate the position information and the ground by operating a pointing device such as a mouse (not shown) provided on the information terminal device 40 or a keyboard. Enter type information. As a result, these pieces of information are transferred to the WWW server 20, and the above-described step 102 is affirmative and the process proceeds to step 104.

  In step 104, a PME (maximum speed) value indicating a seismic motion occurring at a probability of 10% in 50 years is calculated by an earthquake risk analysis based on the position information and ground type information input from the information terminal device 40. Since the calculation of the PME value is performed by a conventionally known technique, a detailed description thereof is omitted here.

  In the next step 106, screen data capable of displaying the calculated PME value on the seismic risk analysis screen is transmitted to the information terminal device 40 that is the access source, and in the next step 108, the predetermined data from the information terminal device 40 is transmitted. Wait for input of information. As a result of the processing in step 106, the calculated PME value is displayed on the display 40A of the information terminal device 40 as shown in FIG. 3 as an example, so that the user can refer to the PME value and there is no particular problem. When the earthquake damage prediction is to be continued, the “Damage Analysis” button displayed on the earthquake risk analysis screen is designated with a mouse (not shown). As a result, step 108 becomes affirmative and the process proceeds to step 110.

  In step 110, screen data indicating a predetermined damage degree analysis screen is transmitted to the access source information terminal device 40 via the Internet. In the next step 112, input of predetermined information from the information terminal device 40 is awaited. I do. As a result of the processing in step 110, a damage analysis screen is displayed on the display 40A of the information terminal device 40 that is the access source.

  FIG. 4 shows an example of the damage analysis screen displayed on the display 40A. As shown in the figure, in the damage analysis screen according to the present embodiment, spectrum information indicating a response spectrum to be adapted when generating a seismic wave in an earthquake damage prediction process described later, and a plurality of seismic motion levels are analyzed. The seismic motion level information indicating each seismic motion level and the seismic motion number information indicating the number of seismic motions generated per seismic motion level can be input.

  In the damage analysis screen, the building structure information related to the structure of the building to be predicted, the repurchasing price information indicating the repurchasing price of various members in the building, and the non-structural member information related to the non-structural members of the building And you can also enter.

  As shown in the figure, the earthquake damage prediction system 10 can selectively input one of the three types of “notification”, “input seismic motion technology guideline”, and “resistant” as the spectrum information. it can. The building structure information includes information on the structure type of the building to be predicted, the building use, the number of building floors, the total floor area, and the building area. Furthermore, the non-structural member information includes information on each of partition walls, non-structural floors, ceilings, exteriors (outer wall finishing, sashes), equipment, and equipment piping.

  When the damage degree analysis screen as shown in the figure is displayed on the display 40A, the user operates a pointing device such as a mouse (not shown) provided on the information terminal device 40 or an operation of the keyboard, and the spectrum information, seismic motion is displayed. Input level information, earthquake motion number information, building structure information, replacement procurement price information, and non-structural material information as required. As a result, the input information is transferred to the WWW server 20, and the above step 112 becomes affirmative and the process proceeds to step 114.

  In step 114, the parallel calculation server receives the various information input in step 112, the PME value calculated in step 104, and execution instruction information for instructing to execute earthquake damage prediction using the information. 30, after requesting the parallel computing server 30 to execute the earthquake damage prediction process, the earthquake damage prediction service processing program is terminated.

  On the other hand, when the execution instruction information is received, the parallel computing server 30 executes an earthquake damage prediction process using various information received together with the execution instruction information.

  Next, the earthquake damage prediction process according to the present embodiment will be described with reference to FIG. FIG. 5 is a flowchart showing the flow of the earthquake damage prediction processing program executed by the parallel computing server 30 at this time, and the program is stored in advance in a hard disk (not shown) built in the parallel computing server 30. ing. Here, in order to avoid complications, a case will be described in which the PME value calculated by the processing in step 104 of the earthquake damage prediction service processing program is used without using the earthquake motion level information.

  In step 200 in the figure, the number of seismic waves at the maximum speed level indicated by the PME value input from the WWW server 20 is generated by the number indicated by the earthquake motion number information.

  Here, the seismic wave is generated so as to conform to the response spectrum indicated by the spectrum information input from the WWW server 20 in consideration of the magnitude distribution. In generating the seismic wave, the phase is randomly generated with a uniform distribution using random numbers. In addition, the distribution of the above magnitude is based on the maximum ground motion speed in the literature "Saburoh Midorikawa, Masashi Matsuoka, and Koichi Sakugawa. Site effects on strong-motion records observed during the 1987 chiba-ken-toho-oki, japan earthquake. Converted to the maximum acceleration of the base according to the earthquake engineering symposium, pp. E085-E090, 1994, and the literature “Masao Annaka, Fumio Yamazaki, Fuyuki Katahira. Using the distance attenuation formula in the 24th Earthquake Engineering Research Conference Proceedings, pp. 161-132, 1997, the following equation (1) is used.

  Here, w (Mi, Vj) is a ratio of the magnitude Mi (i = 1,..., M) at the maximum speed Vj, and Δ (Mi, Vj) is a distance (seismic epicenter) at which the maximum speed Vj is generated at the magnitude. Distance), and N (Mi) represents the annual frequency of the magnitude Mi.

  Note that N (M) follows the following Guttenberg-Richter equation (2), and the value of b is 1.0 assuming a standard region. Note that equation (2) is an equation indicating that earthquakes are more likely to occur with lower magnitude.

  In the next step 202, dynamic elasto-plastic analysis is performed using a mass system model created based on the building structure information using any of the seismic waves generated in step 200, and the maximum acceleration and maximum layer of each layer of the building are analyzed. Calculate the shear force and the maximum interlayer deformation angle.

  That is, here, a three-dimensional frame model of a target building is created, and an elasto-plastic analysis (pushover analysis) by a load increment method is performed. In this analysis, the initial stress due to its own weight is taken into consideration. Then, by approximating the load deformation relationship of each layer obtained as a result of analysis to trilinearity, the three-dimensional frame model is converted into a mass system model, and any seismic wave generated in the above step 200 is input to this model to move it. A dynamic elasto-plastic analysis.

  In the course of this analysis, the maximum acceleration, maximum layer shear force and maximum interlayer deformation angle of each layer can be obtained.

  Next, the damage amount (recovery cost) of the building is estimated based on the maximum acceleration of each layer, the maximum layer shear force, and the maximum interlayer deformation angle obtained in the above step 202.

  For this reason, first, in the next step 204, in order to estimate the damage of the frame, the maximum layer shear force or the maximum interlayer deformation angle obtained in step 202 is input to the three-dimensional frame model created based on the building structure information. Then, static elasto-plastic analysis is performed to determine the damage state of each column, beam, and wall (seismic wall) element.

  Then, in the next step 206, assuming a reinforcing method such as the degree of the damage state, for example, epoxy resin injection when bending cracking occurs, but steel plate reinforcement when shear yielding, recovery cost is based on that. Is calculated. The damage state and restoration cost were set with reference to the document “Junka Jun. Seismic load for design based on optimum reliability using loss cost model, 1998.”, and the restoration of the frame by the following equation (3) Calculate the cost.

  Here, Rs represents the frame restoration cost, fsc (z) represents the column damage function, fsb (z) represents the beam damage function, fsw (z) represents the wall damage function, and z represents the damage state.

  In the next step 208, the damage state of the non-structural member is determined and the restoration cost is calculated as follows.

  First, the restoration cost for finishing (interior) that accompanies damage to the chassis is calculated in proportion to the calculated damage to the chassis. In addition, other interior restoration costs are calculated according to the characteristics of each part. For the ceiling and unstructured floor, the damage state is determined based on the acceleration of each layer, and for the partition, based on the inter-layer deformation angle of each column of each layer, and the replacement cost is multiplied by a factor based on the damage function set for each damage state Is the recovery cost as shown in equation (4).

  Here, Ri is the interior restoration cost, Cc, Cf, and Cp are the repurchasing price of the ceiling, non-structure floor, and partition, respectively, and fc, ff, and fp are the damage (damage) of the ceiling, non-structure floor, and partition, respectively. Ai represents the maximum acceleration of each layer, and θj represents the interlayer deformation angle of each column part.

  The exterior is divided into a wall surface and a sash, and each damage state is judged according to the interlayer deformation angle of each column part corresponding to the outer wall. The amount multiplied by is taken as the restoration cost as shown in equation (5).

  Here, Cew and Ces are the wall surface and sash replacement procurement price, few and fes are the wall surface and sash damage (damage) functions, respectively, and θi is the interlayer deformation angle of each column of the outer wall.

  The equipment determines the damage state of the vertical piping by the inter-layer deformation angle, and the horizontal piping and equipment by the acceleration. Similarly, the damage function set for each damage state multiplies the repurchasing price by a factor for each layer (6 As shown in the formula, recovery costs are assumed.

  Here, Cfh (i) and Cfv (i) represent the re-procurement price of the horizontal piping / equipment and vertical piping of each layer, and ffh and ffv represent the damage (damage degree) function, respectively.

  In the next step 210, the restoration cost of the entire building is calculated by adding the external restoration cost according to the ratio in the re-procurement price to each restoration cost calculated as described above, and in the next step 212, The loss rate is calculated by dividing the calculated restoration cost for the entire building by the replacement cost for the entire building.

  Then, in the next step 214, it is determined whether or not the processing in steps 202 to 212 has been completed for all the seismic waves generated in step 200. If a negative determination is made, the process returns to step 202 and again. The processing from step 202 to step 212 is executed, and when an affirmative determination is made, the routine proceeds to step 216. In addition, when performing the process of the said step 202-step 214 repeatedly, the seismic wave which was not applied until then is applied.

  In step 216, the distribution of loss rates in all the seismic waves obtained by the processing in step 202 to step 214 is approximated with a standard β distribution, and the PML value is calculated from the 90% non-excess probability. In the next step 218, The breakdown ratio of the frame, the interior, the exterior, the equipment, and the external structure in the calculated PML value is calculated.

  Then, in the next step 220, information indicating the calculated PML value and breakdown ratio is output to the WWW server 20, and in the next step 222, for the user who is the owner of the information terminal device 40 that is the access source Then, after performing the process for notifying that the prediction of the earthquake damage has ended, the earthquake damage prediction processing program is ended.

  When the user receives the notification, the information terminal device 40 accesses the WWW server 20 and downloads screen data that can display the PML value and information indicating the breakdown ratio from the WWW server 20.

  As a result, a screen showing the PML value and breakdown ratio is displayed on the display 40A of the information terminal device 40 as shown in FIG. 6 as an example. The prediction results shown in the figure are based on the parameter tuning based on the actual damage data of the 1st basement and 9th floor SRC office buildings damaged by the Hyogoken-Nanbu Earthquake using the earthquake damage prediction system 10 according to the present embodiment. It is a prediction result after going through.

  By referring to the screen, the user can grasp the PML value and the ratio of equipment damage is large.

  In addition, since the process which produces | generates the seismic wave by step 200 of the said earthquake damage prediction process program requires a long time even if it performs by parallel processing, in the parallel calculation server 30 which concerns on this Embodiment, the information which shows the produced | generated earthquake wave is shown. It is stored for a predetermined period (here, one year). For this reason, when the buildings to be predicted are the same and various information set on the damage analysis screen (see FIG. 4) is changed and earthquake damage is predicted again, the information must be input. Only by this, a prediction result can be obtained in a short time.

  For example, if the first prediction result is as shown in FIG. 6, it can be understood that the rate of damage to the equipment is large. When the result obtained is as shown in FIG. 7, it can be seen that the PML value has become 20 or less by this countermeasure, and the effectiveness of the countermeasure can be grasped.

  FIG. 8 summarizes the flow of prediction processing by the earthquake damage prediction system 10 according to the present embodiment.

  As shown in the figure, the earthquake damage prediction system 10 first analyzes the earthquake risk by calculating the PME value (corresponding to steps 100 to 104 of the earthquake damage prediction service processing program).

  Next, generate multiple seismic waves in the area where the building to be damaged is predicted by changing the phase using a random number for each of multiple magnitudes, and use the seismic waves to dynamically The maximum layer shear force and the maximum interlayer deformation angle are derived by performing an elasto-plastic analysis (corresponding to steps 200 to 202 of the earthquake damage prediction processing program).

  Next, a damage state is derived for each member by performing static elasto-plastic analysis using a three-dimensional frame model using either the derived maximum layer shear force or maximum layer deformation angle (step 204 of the earthquake damage prediction processing program). Corresponding to the process.)

  Finally, the PML value for the building caused by the earthquake motion is derived according to the derived damage state (corresponding to the processing from step 206 to step 216 of the earthquake damage prediction processing program).

  The process of step 200 of the earthquake damage prediction processing program is the seismic wave generating means and seismic wave generating step of the present invention, the process of step 202 is the interlayer displacement deriving means of the present invention, and the processes of step 204 to step 216 are the predicting means of the present invention. And the prediction step.

  As described above in detail, in this embodiment, a plurality of seismic waves in the area where the building to be damaged is built are generated by changing the phase using a random number for each of a plurality of magnitudes, Since the degree of damage to the building due to ground motion is predicted by response analysis using a building model using a plurality of generated seismic waves, the damage status of the building due to ground motion can be predicted with high accuracy.

  In the present embodiment, since the seismic wave is generated by applying the plurality of magnitudes according to the frequency of occurrence, the earthquake damage can be predicted with higher accuracy.

  Further, in the present embodiment, a member used for the building by generating a plurality of seismic waves in the area where the building to be damaged is predicted and by a response analysis using a building model using the generated seismic waves. Since the damage state is derived every time and the degree of damage to the building due to the earthquake motion is predicted based on the damage state, the damage status of the building due to the earthquake motion can be predicted with high accuracy.

  In this embodiment, since the member is applied as a structural member and a non-structural member, it is possible to predict a highly accurate earthquake damage situation in which the damage states of the structural member and the non-structural member are individually considered. .

  Furthermore, in the present embodiment, dynamic elasto-plastic analysis using a mass system model is performed using a plurality of generated seismic waves, and at least one of the maximum layer shear force and the maximum interlayer deformation angle is derived, and the maximum layer shear force and Since at least one of the maximum interlaminar deformation angles is used for static elasto-plastic analysis based on a three-dimensional frame model, the damage state is derived for each member. By performing a response analysis, the damage state can be derived for each member, and the damage state of the building due to the earthquake motion can be predicted with higher accuracy.

  Note that a dynamic elasto-plastic analysis using a three-dimensional frame model can also obtain a prediction result similar to that of the present embodiment, but in this case, even if a parallel calculation is performed, the analysis can be performed in a realistic time. In this case, dynamic elasto-plastic analysis using a mass system and static elasto-plastic analysis using a three-dimensional frame model are applied in combination.

  It should be noted that the equations (1) to (6) shown in this embodiment are only examples, and it goes without saying that each equation can be changed as appropriate without departing from the gist of the present invention.

  Moreover, it is needless to say that the configuration of the earthquake damage prediction system (see FIG. 1) shown in the present embodiment is an example and can be appropriately changed without departing from the gist of the present invention.

  For example, in the present embodiment, the case where the earthquake damage prediction system is realized as a service on the Internet has been described, but it can also be realized as a service for directly predicting earthquake damage without using the Internet. Moreover, although this embodiment demonstrated the case where the prediction of an earthquake damage was performed by the distributed process by the WWW server 20 and the parallel calculation server 30, it can also be set as the form which estimates by one computer single-piece | unit. As a form in this case, the form which performs the earthquake damage prediction process program in the form including calculation of the PME value performed with the earthquake damage prediction service process program by the said computer can be illustrated. In these cases, the same effects as in the present embodiment can be obtained.

  Furthermore, the flow of each process of the earthquake damage prediction service processing program (see FIG. 2) and the earthquake damage prediction processing program (see FIG. 5) shown in this embodiment is also an example, and does not depart from the gist of the present invention. Needless to say, it can be appropriately changed within the range.

It is a schematic diagram which shows the structure of the earthquake damage prediction system 10 which concerns on embodiment. It is a flowchart which shows the flow of a process of the earthquake damage prediction service processing program performed by the WWW server 20 of the earthquake damage prediction system 10 which concerns on embodiment. It is the schematic which shows the example of a display of an earthquake risk analysis screen. It is the schematic which shows the example of a display of a damage analysis screen. It is a flowchart which shows the flow of a process of the earthquake damage prediction process program performed by the parallel calculation server 30 of the earthquake damage prediction system 10 which concerns on embodiment. It is the schematic which shows the example of a display of the screen which shows the prediction result of an earthquake damage. It is the schematic which shows the example of a display of the screen which shows the re-prediction result of an earthquake damage. It is a schematic diagram which shows the flow of the prediction process by the earthquake damage prediction system 10 which concerns on embodiment. It is a schematic diagram with which it uses for description of the problem of a prior art. It is a schematic diagram with which it uses for description of the effect of this invention. It is a graph with which it uses for description of a prior art.

Explanation of symbols

10 Earthquake damage prediction system 20 WWW server 30 Parallel computing server 40 Information terminal device 40A Display

Claims (4)

A seismic wave generating means for generating a plurality of seismic waves in the area where the building subject to damage prediction is built,
Interlaminar displacement deriving means for performing dynamic elasto-plastic analysis by a mass system model using a plurality of seismic waves generated by the seismic wave generating means, and deriving at least one of a maximum layer shear force and a maximum interlayer deformation angle;
Static elasto-plastic analysis using a three-dimensional frame model is performed using at least one of the maximum layer shear force and the maximum interlayer deformation angle derived by the interlayer displacement deriving means, and the damage state is derived for each member used in the building. Predicting means for predicting the degree of damage to the building due to earthquake motion based on the damage state;
Earthquake damage prediction device equipped with. The member is a structural member and a non-structural member
The earthquake damage prediction apparatus according to claim 1 . Generate multiple seismic waves in the area where the building for damage prediction is built,
Perform dynamic elasto-plastic analysis with a mass system model using the generated seismic waves, and derive at least one of the maximum layer shear force and the maximum interlayer deformation angle,
Perform static elasto-plastic analysis by a three-dimensional frame model using at least one of the derived maximum layer shear force and maximum interlayer deformation angle, and derive the damage state for each member used in the building,
An earthquake damage prediction method for predicting the degree of damage to the building due to earthquake motion based on the damage state. A seismic wave generating step for generating a plurality of seismic waves in the area where the building subject to damage prediction is built,
Interlayer displacement derivation step for performing dynamic elasto-plastic analysis by a mass system model using a plurality of seismic waves generated by the seismic wave generation step, and deriving at least one of a maximum layer shear force and a maximum interlayer deformation angle;
Static elasto-plastic analysis using a three-dimensional frame model is performed using at least one of the maximum layer shear force and the maximum interlayer deformation angle derived in the interlayer displacement deriving step, and the damage state is derived for each member used in the building. And a prediction step for predicting the degree of damage to the building due to earthquake motion based on the damage state,
Earthquake prediction program that runs on a computer.

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