JP2014122866A - Residual earthquake proof performance evaluation program, method, and marker of multilayer structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To evaluate residual earthquake proof resistance of a multilayer structure after a seismic disaster in view of the influence of repeated deformation applied during the earthquake.SOLUTION: Imagined seismic motions Vs different in strength are input to the elastoplastic response analysis model C of a multilayer structure 20 to detect a layer Fk reaching a safety limit. The possessed earthquake proof performance ηs of the structure 20 is calculated or visualized based on accumulated plastic strain energy Ws(cumulative plastic deformation magnification ηs) stored in the detected layer Fk. The consumed earthquake proof performance ηp of the structure 20 is calculated or visualized based on accumulated plastic strain energy Wp (cumulative plastic deformation magnification ηp) stored in the detected layer Fk during a seismic disaster. The residual earthquake proof performance ηr (=ηs- ηp) after the disaster is determined by comparing the consumed earthquake proof performance ηp with the possessed earthquake proof performance of the structure 20.

Description

  The present invention relates to a residual earthquake resistance performance evaluation program and method for a multilayer structure, and a marker, and more particularly to a program and method for evaluating the earthquake resistance performance remaining after an earthquake disaster among the earthquake resistance performance of a multilayer structure, and a marker for evaluation.

  Some buildings and other multi-layer structures affected by the earthquake may be further damaged by the aftershock due to damage during the mainshock, causing secondary damage to residents (users). Some residents (users) evacuate from fear despite having sufficient seismic performance. In order to reduce both secondary damage caused by aftershocks and displaced persons, the remaining seismic performance of the damaged structure (of the seismic performance of the structure, the seismic performance remaining after the earthquake disaster, sometimes referred to as residual seismic performance. ) Must be evaluated quickly. Conventionally, a method in which a specialist engineer visually determines the degree of damage of a structural frame member and evaluates the residual seismic performance based on the determination result is generally used. However, although this method includes items to be judged (for example, steel structure (S structure), steel flaws and fractures, reinforced concrete structure (RC structure) cracks, etc.), fireproof coating and finishing Since there are many cases in which the damage of the frame members cannot be easily seen with the materials, there is a problem that it takes time to evaluate the residual seismic performance. In addition, there is a problem in that the evaluation results vary depending on the judge.

  On the other hand, instead of the conventional method based on visual judgment, techniques for quickly evaluating the residual seismic performance of a structure damaged by an earthquake have been proposed (see Non-Patent Documents 1 and 2, and Patent Documents 1 to 3). . For example, Non-Patent Document 1 quantifies in advance the relationship between the degree of damage based on the crack width of a damaged member (decreasing coefficient of seismic performance) and the residual seismic performance. We have proposed a method for quickly evaluating the degree of damage (seismic performance consumed during an earthquake) and the remaining seismic performance. Patent Documents 1 and 2 calculate the absolute displacement at the measurement point on the building by integrating the acceleration measurement values measured by the respective acceleration sensors installed at least on the foundation and upper floors of the building, and the vibration of the building. Assuming a mode shape, the relative displacement and absolute acceleration of each floor of the building are calculated. From these values, the response deformation amount and response acceleration of the building are calculated to calculate the performance curve. On the other hand, the acceleration measurement value at the foundation is calculated. We have proposed a method to calculate the required curve of a building by calculating acceleration response spectrum and displacement response spectrum as input seismic motion, and to quickly evaluate the residual seismic performance of the building by comparing the performance curve with the required curve.

JP 2003-344213 A JP 2011-095237 A JP 2008-039507 A1 JP 2009-286927 A Japanese Patent No. 2508244

Masahiro Fumino et al. “Study on damage assessment method for RC buildings based on residual seismic performance of members”, Annual report on concrete engineering, Vol. 22, no. Published in 2000 Koichi Tsuji "Evaluation of residual seismic performance of buildings after earthquake" Concrete Engineering, Vol. 44, no. 5, Issued May 2006 Hiroshi Akiyama “Aseismic Design of Buildings Based on Energy Balance”, Gihodo Publishing, November 26, 1999 Nikken Sekkei Tokyo Office Structural Design Office "Performance Design and Verification of Buildings-Focusing on Seismic Design" Ohm, pp. 36-45, issued in September 2003 Motomi Takahashi et al. “Earthquake Response Analysis by Equivalent Bending Shear Model Considering Fluctuating Axial Force of Column of High-rise RC Frame”, Architectural Institute of Japan, Vol. 39B, pp. 147-154, published in March 1993 Research Center for Production Measurement Technology “Safety Management of Structures Using Stress Luminescent Materials” AIST TODAY, Vol. 10, no. 7, July 2010, Internet <http: // www. aist. go. jp / aist_j / aistinfo / aist_today / vol10_07 / p18. html> Japan Seismic Isolation Structure Association “Seismic Isolation Structure-From Basics to Design and Construction-” Ohm, pp. 91-165, issued on December 15, 2010

  The evaluation method of Non-Patent Document 1 is based on the premise that there is a linear relationship between the damage level of the building superstructure evaluated from the damage level of the member and the damage level of the entire building by conventional visual determination. However, the damage level of the entire building is not directly determined, but the damage level (residual seismic performance) of the entire building is estimated and evaluated from the degree of damage that varies from member to member. Have difficulty. On the other hand, the evaluation methods of Patent Documents 1 and 2 directly determine the residual seismic performance of the entire building from the building performance curve and the required curve, so that the earthquake is not affected by the variation in the degree of damage for each member. It is possible to objectively and quantitatively evaluate the residual seismic performance of the structure itself damaged by the earthquake.

  However, the methods of Patent Documents 1 and 2 evaluate the residual seismic performance mainly focusing on the maximum deformation of the building that occurs during an earthquake, and appropriately evaluate the effect of repeated deformation on the seismic performance of the building. There is a problem that can not be. For example, in a steel structure (S-structure) building, even if the maximum amplitude of vibration received during an earthquake is the same, a beam that repeats the vibration 10 times does not break, whereas the vibration repeats as many as 20 times. Covering beams have been experienced to break. In order to increase the evaluation accuracy and reliability of the residual seismic performance of a structure damaged by an earthquake, not only the effect of the maximum deformation (amplitude) on the structure but also the effect of the number of repetitions of deformation applied during an earthquake It is important to evaluate the remaining seismic performance in consideration.

  Accordingly, an object of the present invention is to provide a program, a method, and a marker that can evaluate the residual seismic performance of a multi-layered structure after an earthquake, taking into consideration the repeated effects of deformation applied during an earthquake.

The inventor paid attention to the balance of energy input to the structure at the time of the earthquake. In order to understand how the structure swings during an earthquake, the equation of motion of the structure must be solved. The energy balance equation (see Equation (1)) is obtained by integrating both sides of the equation of motion with the earthquake duration. A method (energy method) has been developed (see Non-Patent Document 3) to grasp the behavior (how to break) of a structure during an earthquake from the viewpoint of energy transfer. As shown in the equation (1), the total earthquake energy E input to the structure is balanced with the sum of the elastic vibration energy We, the accumulated plastic strain energy Wp, and the energy absorption amount Wh due to the damping. Of these, the elastic deformation at the time of earthquake is released after the earthquake converges and returns to the unstrained state, but the plastic deformation accumulates until it breaks without being released, so the degree of damage that the structure suffered during the earthquake Corresponds to the accumulated plastic strain energy Wp in equation (1).
E = We + Wp + Wh …………………………………………………………… (1)

  That is, if the accumulated plastic strain energy Wp accumulated in the structure at the time of the earthquake is obtained, the seismic performance (consumed seismic performance) of the structure consumed by both the magnitude of deformation and the number of repetitions during the earthquake is quantitative. Can be evaluated. In addition, if the accumulated plastic strain energy Ws that can be accumulated in the structure before the earthquake is obtained, the earthquake resistance performance (the existing earthquake resistance performance) possessed by the structure can be quantified. Therefore, the residual seismic performance of the structure after the earthquake can be evaluated quantitatively. The present invention has been completed by research and development based on this idea.

In general, the relationship between load and interlayer deformation when a horizontal force in one direction is input to a specific layer of a multilayer structure can be expressed as shown in FIG. In the figure, Qy represents the yield strength, and δy represents the yield deformation (elastic interlayer deformation) corresponding to the yield strength Qy. The degree of progress of plasticization in this layer is defined as plastic deformation (δp−δy), and is measured by the plastic deformation magnification μ in equation (2), which is the ratio between the plastic deformation (δp−δy) and the yield deformation δy. The plastic strain energy Wp accumulated in this hierarchy can be expressed as in equation (3) using the plastic deformation magnification μ.
δp = (1 + μ) ・ δy ………………………………………………………… (2)
Wp = Qy · (δp−δy) = μ · Qy · δy (3)

On the other hand, the relationship between load and interlayer deformation (restoring force characteristics) when earthquake motion is input to a specific layer of a multilayer structure can be expressed as shown in FIG. 5B (see Non-Patent Documents 3 to 5). Also in this figure, Qy represents the yield strength, and δy represents the yield deformation (elastic interlayer deformation) corresponding to the yield strength Qy. In this case, the degree of progress of plasticization is defined as cumulative plastic deformation δp in the equation (4) obtained by adding plastic deformation Δδp1, Δδp2, Δδp3, Δδp4 in each step of load-interlayer deformation. It can be measured by the cumulative plastic deformation magnification ηp of equation (5), which is the ratio to the yield deformation δy (see Non-Patent Documents 3 to 5). Therefore, the plastic strain energy Wp accumulated in this hierarchy at the time of an earthquake can be expressed as in equation (6) using the cumulative plastic deformation magnification ηp. That is, the consumed seismic performance and the possessed seismic performance corresponding to the cumulative plastic strain energy Wp and Ws of the structure described above are the cumulative plastic deformation magnification ηp (= Wp / Qy · δy) and ηs (= Ws / Qy · δy) can be obtained as an index (see formulas (6) and (7)).
δp = (Δδp1 + Δδp3) + (Δδp2 + Δδp4) (4)
= Ηp · δy ………………………………………………………………… (5)
Wp = Qy · δp = ηp · Qy · δy ………………………………………… (6)
Ws = Qy · δs = ηs · Qy · δy ………………………………………… (7)

  In one aspect, the present invention provides a computer 1 for evaluating the residual seismic performance of a multilayer structure 20 (see FIG. 2A) after an earthquake, as shown in the block diagram of FIG. 1 and the flowchart of FIG. The storage means 7 for storing the elastoplastic response analysis model C of the structure 20 and a cycle for obtaining the load-interlayer deformation history (see FIG. 6) for each layer Fi by inputting the assumed earthquake motion Vs having different strengths into the analysis model C. The calculation means 11 (steps S103 to S107 in FIG. 3) is repeated until a floor Fk (for example, the third floor) reaching the safety limit is detected and the seismic performance of the structure 20 is calculated as the cumulative plastic deformation magnification ηs of the detected floor Fk. ), And the measured earthquake motion Vp at the time of the disaster is input to the analysis model C, and the consumed seismic performance of the structure 20 is calculated as the cumulative plastic deformation magnification ηp of the detection layer Fk, and the consumed seismic performance ηp Provided is a program for evaluating the residual seismic performance of a multilayer structure that functions as determination means 12 (steps S108 to S110 in FIG. 3) for determining the residual seismic performance ηr (= ηs−ηp) of the structure 20 from the seismic performance ηs. Is.

  Preferably, the elasto-plastic response analysis model C of the structure 20 is a three-dimensional analysis model including the position, shape, and elasto-plastic response characteristics of each frame member, and the seismic motions Vs and Vp are input and the load for each member of each hierarchy Fi -The cycle for obtaining the interlayer deformation history is repeated until the level Fk (for example, the third floor) reaching the safety limit is detected. In a preferred embodiment, the calculation means 11 and the determination means 12 replace the possessed seismic performance ηs and the consumed seismic performance ηp of the structure 20 with the detection hierarchy Fk, so that the amplitude of the vibration mode of the structure 20 is maximized. Alternatively, it is calculated as the cumulative plastic deformation magnification of the designated hierarchy of the structure 20.

  In another aspect, as shown in the embodiment of FIG. 2 and the flowchart of FIG. 4, the present invention inputs a hypothetical ground motion Vs having different strengths to the elastic-plastic response analysis model C of the multilayer structure 20 to generate a hierarchical Fi The cycle for obtaining each load-interlayer deformation history (see FIG. 6) is repeated until a layer Fk (for example, the third floor) reaching the safety limit is detected, and the structure 20 is held as the cumulative plastic deformation magnification ηs of the detected layer Fk. When the seismic performance is calculated (steps S203 to S207 in FIG. 4) and the energy corresponding to a predetermined cumulative plastic deformation magnification η1 (for example, the seismic performance ηs × 50%) less than the retained seismic performance ηs is absorbed, heat is broken. Alternatively, a marker 25 that develops color (see FIGS. 2C and 2D) is created and attached to the detection layer Fk of the structure 20 (step S208 in FIG. 4). The residual seismic performance ηr of the structure 20 is determined based on the breakage, heat generation, or coloration status of No. 5 (step S209 in FIG. 4).

  In still another aspect, as shown in FIGS. 2 (C) and 2 (D), the present invention inputs a hypothetical ground motion Vs having different strengths into an elasto-plastic response analysis model C of the multilayer structure 20 to generate a hierarchical Fi. A structure in which the cycle for obtaining the load-interlayer deformation history (see FIG. 6) for each load is repeated until a layer Fk (for example, the third floor) reaching the safety limit is detected and calculated as the cumulative plastic deformation magnification ηs of the detected layer Fk Created to break, generate heat, or develop color when absorbing energy corresponding to a predetermined cumulative plastic deformation ratio η1 (for example, possessed seismic performance ηs × 50%) less than 20 seismic performance, and attach to the detection layer Fk. A residual seismic performance evaluation marker 25 for a multi-layered structure that can determine the residual seismic performance ηr of the structure 20 based on the fracture, heat generation, or color development after an earthquake is provided.

  In a preferred embodiment, the seismic performance ηs of the structure 20 is replaced with the detection layer Fk, and the cumulative plastic deformation ratio of the layer having the maximum vibration mode amplitude of the structure 20 or the designated layer of the structure 20 is used. And the residual seismic performance ηr of the structure 20 can be determined by attaching to the calculated hierarchy. Further, in a preferred embodiment, as shown in FIGS. 2C and 2D, the marker 25 is provided with a plurality of different predetermined cumulative plastic deformation magnifications η1, η2, less than the seismic performance ηs of the multilayer structure 20. including a plurality of ordered members 26a, 26b, 26c,... that sequentially break, generate heat, or develop color when energy corresponding to η3 (see design means 13 in FIG. 1) is absorbed. The residual seismic performance ηr of the multilayer structure 20 can be determined by the order of the colored members 26a, 26b, 26c,.

  For example, as shown in FIG. 2C, each of the ordered members 26a, 26b, 26c... Is a steel damper that sequentially breaks when absorbing energy corresponding to a plurality of different predetermined cumulative plastic deformation ratios. be able to. Alternatively, as shown in FIG. 2D, each of the ordered members 26a, 26b, 26c,... Generates heat at a required temperature when it absorbs energy corresponding to a plurality of different predetermined cumulative plastic deformation ratios, and the heat generation. It is also possible to use a friction damper or a steel damper in which the composition 28d, 28e, 28f.

  The residual seismic performance evaluation program and method and marker of a multilayer structure according to the present invention detects a layer Fk reaching a safety limit by inputting an assumed earthquake motion Vs having different strengths into an elastic-plastic response analysis model C of the multilayer structure 20. Based on the accumulated plastic strain energy Ws (cumulative plastic deformation magnification ηs) accumulated in the detection hierarchy Fk, the seismic performance ηs of the structure 20 is obtained or visualized, and the accumulated plasticity accumulated in the detection hierarchy Fk at the time of earthquake damage Based on the strain energy Wp (cumulative plastic deformation ratio ηp), the consumed earthquake resistance ηp of the structure 20 is obtained or visualized, and the structure 20 after the disaster is compared by comparing the consumed earthquake resistance ηp of the structure 20 with the possessed earthquake resistance ηs. Since the remaining seismic performance ηr (= ηs−ηp) of the object 20 is determined, the following advantageous effects are obtained.

(B) By determining the possessed seismic performance and the consumed seismic performance based on the accumulated plastic strain energy Wp accumulated in the structure 20, the structure takes into account not only the maximum deformation during the earthquake but also the effect of the number of deformations. 20 residual seismic performance can be evaluated.
(B) Although the seismic motion Vp can be used to calculate the residual seismic performance after the disaster using a seismometer (accelerometer, displacement meter, etc.), it will break or generate heat when it absorbs the predetermined cumulative plastic strain energy. By visualizing the seismic performance of the structure 20 with the colored marker 25 in advance, even if the measured seismic motion Vp is not available at the time of the disaster, the remaining seismic performance of the structure 20 can be obtained simply by observing the marker 25 after the earthquake. Can be easily evaluated.

(C) The marker 25 allows a resident (user) of a structure having no specialized knowledge to observe immediately after the earthquake and easily evaluate the remaining seismic performance. Can help to make better decisions.
(D) Further, since the marker 25 does not require the supply of electric power or other external energy, the marker 25 can be reliably operated even after a large earthquake where the infrastructure cannot be used. It is possible to evaluate the residual seismic performance.
(E) Furthermore, if the marker 25 is attached when the structure 20 is completed, maintenance and other maintenance costs are not required. Therefore, the residual earthquake resistance is more economical than using a seismometer (accelerometer, displacement meter, etc.). It is possible to evaluate the performance.

Hereinafter, embodiments and examples for carrying out the present invention will be described with reference to the accompanying drawings.
It is a functional block diagram of one Example of the residual seismic performance evaluation program by this invention. It is explanatory drawing of one Example of the residual seismic performance evaluation marker by this invention. It is an example of the flowchart of the residual seismic performance evaluation program by this invention. It is an example of the flowchart of the residual seismic performance evaluation method using the marker by this invention. It is explanatory drawing of a cumulative plastic deformation magnification. It is explanatory drawing of the load for every hierarchy in the Example of FIG. It is explanatory drawing of the ground motion response for every hierarchy in the Example of FIG. 2, and a cumulative plastic deformation magnification. It is explanatory drawing of the detection method of the hierarchy which reaches | attains the safety limit in the Example of FIG. It is explanatory drawing of the calculation method of the possession earthquake resistance performance of the structure in the Example of FIG.

  FIG. 1 shows an example of a block diagram of a computer 1 incorporating a program of the present invention. An illustrated computer 1 includes an input device 2 such as a keyboard / mouse, an output device 3 such as a display / printer, and a seismometer 9 such as an accelerometer / displacement meter, and an elastic-plastic response analysis model of a multilayer structure 20. It has storage means 7 for storing C and the like. Data stored in the storage unit 7 can be input from the input device 2 via the input unit 5. In addition, the computer 1 in the illustrated example includes a calculation unit 11, a determination unit 12, an input unit 5, and an output unit 6 as built-in programs. The output unit 6 is a program for outputting the evaluation result (residual seismic performance) by the determination unit 12 to the output device 3. Note that the computer 1 in the illustrated example is a residual seismic performance evaluation marker 25 (see FIG. 2 (C) and FIG. 2 (D)) described later based on the seismic performance of the structure 20 calculated by the calculation means 11 as a built-in program. Marker design means 13 for designing However, the use of the marker 25 is not essential to the present invention, and the marker design means 13 can be omitted when not used.

  FIG. 3 shows a flowchart of a method for evaluating the residual seismic performance after the earthquake damage of the multilayer structure 20 as shown in FIG. 2 by the computer 1 of FIG. The multilayer structure 20 in FIG. 2 is a 23-story steel structure (S structure) in which a pillar of a concrete-filled steel pipe structure (CFT structure) and an H-shaped steel beam are used as frame members. The function of each program of FIG. 1 will be described below with reference to the flowchart of FIG. 3, but the present invention is not limited to application to a steel structure (S structure), but a reinforced concrete structure (RC structure), a steel frame. It can also be applied to the evaluation of residual seismic performance such as reinforced concrete structures (SRC construction).

  First, in step S101, an elastic-plastic response analysis model C of the multilayer structure 20 is constructed and stored in the storage means 7. The analysis model C is for calculating the load-interlayer deformation history (see FIG. 6) of each layer Fi by inputting the assumed ground motion Vs or the measured ground motion Vp as described later. For example, the elasto-plastic response analysis model C of the structure 20 is a plane model (mass point model) in which the masses of each layer Fi are connected in series with the entire layer as one spring, and the restoring force characteristics of each layer Fi are appropriately modeled. To calculate the load-interlayer deformation history. Preferably, the elastic-plastic response analysis model C of the structure 20 is a three-dimensional analysis model including the position and shape of each frame member and elastic-plastic response characteristics (restoring force characteristics, etc.). The load-interlayer deformation history of each frame member is calculated together with the load-interlayer deformation history of the layer Fi. By using the three-dimensional analysis model, it can be expected that the calculation accuracy of the seismic performance ηs of the structure 20 to be described later is improved as compared with the case of using a simple plane model (mass point model).

  Next, in step S102, the assumed earthquake motion data Vs is stored in the storage means 7. For example, an appropriate past earthquake record can be selected and used as the assumed earthquake motion data Vs. Preferably, the location of the surrounding epicenter, the magnitude of the seismic source (magnitude), etc. that are predicted to occur at the installation location of the multilayer structure 20 to be evaluated are selected, and the empirical method is used to determine the seismic source distance, epicenter size, and distance attenuation formula. The earthquake motion data Vs that is likely to actually be generated is predicted and stored in the storage means 7. More preferably, the ground characteristic data (amplification characteristic) U at the installation position of the structure 20 is stored in the storage means 7, and the seismic motion data Vs is predicted in consideration of amplification due to the installation ground of the structure 20. As will be described later, the load-interlayer deformation history of each layer Fi is calculated according to the input of the assumed earthquake motion data Vs, and the seismic performance of the structure 20 is calculated based on the load-interlayer deformation history. It is expected that the accuracy of calculation of the seismic performance ηs of the structure 20 can be improved by using the assumed ground motion data Vs that is highly likely to be generated (further considering amplification by the ground around the structure 20).

  Steps S103 to S107 show processing for calculating the seismic performance of the structure 20 by the calculation means 11 of the computer 1 of FIG. The calculation means 11 reads the assumed earthquake motion Vs from the storage means 7 in step S103, sets it to the initial strength (× 1.0), and inputs it to the elastic-plastic response analysis model C of the structure 20, and in step S104, the analysis model The load-interlayer deformation history of each layer Fi of C is calculated. FIG. 6A shows an example of the load-interlayer deformation history for each layer Fi calculated in step S104 (the illustrated example is the third floor F3). As described above with reference to FIG. 5B, from the plastic deformation Δδp1, Δδp2, Δδp3, Δδp4 in each step of the load-interlayer deformation history as shown in the example, the cumulative plastic deformation of each layer Fi and each frame member. δp (formula (4)) and cumulative plastic deformation magnification ηs (formula (6)) can be calculated (see FIG. 7B). Further, the maximum interlayer deformation (for example, the maximum interlayer deformation angle) of each layer Fi and each frame member can be calculated from the magnitudes of the yield deformation δy and the plastic deformations Δδp1, Δδp2, Δδp3, Δδp4 in each step (FIG. 7 (A)).

  Further, the calculation means 11 determines whether or not the hierarchy Fk reaching the safety limit is detected in step S105, and if not, the calculation means 11 proceeds to step S106 and increases the strength of the assumed seismic motion Vs by one step and then step S103. Returning to step S103, the cycle of steps S103 to S106 is repeated until the level Fk reaching the safety limit is detected. For example, if the level Fk reaching the safety limit is not detected by the input of the assumed ground motion Vs having the initial strength (× 1.0), the input magnification of the assumed ground motion Vs is set to × 1.2, × 1.4, × in step S106. The cycle of steps S103 to S106 is repeated while increasing to 1.6, x1.8, and x2.0 (see FIG. 7). FIG. 6B shows the load-interlayer deformation history for each layer Fi calculated in step S104 when the input magnification of the assumed ground motion Vs is increased (in the illustrated example, the third floor F3).

Whether or not a specific level Fk of the multilayer structure 20 has reached the safety limit is determined by applying a cumulative fatigue damage law to each frame member, for example, and any frame member in the level Fk breaks (fatigue failure). It can be determined by whether or not (see FIG. 8). For example, the number of repetitions N1, N2,..., Ni until the stress amplitudes σ1, σ2,. In step S104, the number of repetitions n1, n2,..., Ni of the stress amplitudes σ1, σ2,..., Σi generated in each frame member is measured from the load-interlayer deformation history of each layer Fi. As described above, the damage degree D with respect to the fracture of each frame member is calculated by the sum of the damage degrees of the stress amplitudes σ1, σ2,. In step S105, it is detected whether or not the damage degree D of any of the frame members is 1 or more in each hierarchy Fi, and the hierarchy Fk in which the frame member having the damage degree D of 1 or more has reached the safety limit. to decide.
D (Damage to break) = Σ (ni / Ni) (11)

  FIG. 8 shows that if the input magnification of the assumed ground motion Vs is x1.4 or less, the layer Fk with the damage degree D of the frame member being 1 or more is not detected, but if the input magnification is x1.6, the third floor F3 is detected. When the damage degree D is 1 or more and the input magnification is x1.8, the damage degree D is 1 or more not only at the third floor F3 but also at the second floor F2, and when the input magnification is x2.0, 2 to 5 It shows that the damage degree D is 1 or more in the floor. However, the determination of the safety limit in step S105 is not limited to the method using the damage degree D of the frame member, and can also be determined by another method belonging to the prior art. For example, the risk of fracture may be determined from the further cumulative plastic deformation magnification η for each frame member shown in FIG. 7B to determine whether each level Fi has reached the safety limit.

  When the hierarchy Fk reaching the safety limit is detected in step S105, the process proceeds to step S107, and the hierarchy Fk (third floor F3 in the illustrated example) where the safety limit is detected is selected as the evaluation target hierarchy Fk, and the assumed earthquake motion The seismic performance ηs of the structure 20 is calculated as the cumulative plastic deformation magnification ηs of the evaluation target hierarchy Fk at the input magnification of Vs. FIG. 9 shows the result of calculating the cumulative plastic deformation magnification ηs of each layer Fi in accordance with the change in the input magnification of the assumed ground motion Vs. As described above, the third floor F3 when the input magnification is × 1.6. Indicates that the seismic performance ηs of the structure 20 is 14. The calculated seismic performance ηs of the structure 20 is stored in the storage means 7 and used in the determination process (step S110) described later (see also FIG. 1).

  Note that the evaluation target hierarchy Fk from which the seismic performance ηs of the structure 20 should be calculated does not necessarily have to select a hierarchy in which the safety limit has been detected. For example, in FIG. The fourth floor F4 having the largest value of maximum interlayer deformation (maximum interlayer deformation angle) at 6 is selected as the evaluation target hierarchy Fk, and the fourth floor F4 different from the third floor F3 from which the safety limit has been reached in step S107 is selected. The accumulated plastic deformation magnification ηs can be set as the possessed seismic performance ηs of the structure 20. In this case, the above-described cycle of steps S103 to S106 is repeated until the stability limit of the evaluation target hierarchy Fk (fourth floor F4) is detected in step S105, and the evaluation target hierarchy Fk in which the safety limit has been detected in step S107. The retained seismic performance ηs of the structure 20 is calculated as the cumulative plastic deformation magnification ηs of (F4).

  Further, for example, a designated hierarchy (for example, the fifth floor F5) in which important facilities or the like in the illustrated multilayer structure 20 is placed is selected as the evaluation target hierarchy Fk, and the safety of such designated hierarchy (for example, the fifth floor F5) is selected. The cycle of steps S103 to S106 is repeated until the limit is detected, and in step S107, the seismic performance ηs of the structure 20 is calculated as the cumulative plastic deformation magnification ηs when the safety limit of the designated hierarchy (for example, the fifth floor F5) is reached. May be. Furthermore, when a layer Fk having the maximum amplitude (displacement mode) from the first to third modes is detected by separate natural vibration mode analysis or the like, the layer Fk having the maximum amplitude is set as the evaluation target layer Fk. It is possible to select and calculate the seismic performance ηs of the structure 20 as the cumulative plastic deformation magnification ηs when the safety limit of the evaluation target hierarchy Fk is reached.

  In steps S108 to S110 in FIG. 3, when an earthquake occurs, the determination means 12 of the computer 1 in FIG. 1 calculates the earthquake resistance performance of the structure 20 at the time of the disaster, and the calculated earthquake resistance performance ηp and the calculation in step S107. A process of determining the remaining seismic performance ηr of the structure 20 from the stored seismic performance ηs is shown. In step S108, the determination means 12 inputs the measured ground motion Vp at the time of the damage by the seismometer 9 to the elastic-plastic response analysis model C of the structure 20, and in step S109, the load-interlayer deformation history of each layer Fi of the analysis model C is obtained. calculate. The method for calculating the load-interlayer deformation history is the same as that in step S104 described above except that the input ground motion is different. In step S109, the determination unit 12 calculates the cumulative plastic deformation magnification ηs of the evaluation target hierarchy Fk in the measured seismic motion Vp as the consumed earthquake resistance ηp of the structure 20. The calculation method of the consumed seismic performance ηp is the same as the calculation method of the stored seismic performance ηs in step S107 described above except that the input seismic motion is different.

  Further, in step S110, the determination unit 12 determines the residual earthquake resistance ηr (= ηs−ηp) of the structure 20 after the disaster by comparing the consumed earthquake resistance ηp of the structure 20 and the possessed earthquake resistance ηs. . As described above, since the multilayer structure 20 in the illustrated example has the seismic performance ηs = 14, for example, if the seismic performance ηp = 6, it is determined that the residual seismic performance ηr = 8 (= 14−6). Since about 57% (= 8/14) of the retained seismic performance ηs remains, it can be determined that there is no risk of the structure 20 collapsing due to an aftershock. Further, for example, if the consumed seismic performance ηp = 12, it is determined that the remaining seismic performance ηr = 2 (= 14-12), and only about 14% (= 2/14) of the retained seismic performance ηs remains. It can be determined that the structure 20 may collapse due to an aftershock.

  Steps S111 to S112 in the flowchart of FIG. 3 indicate processing for determining the possibility of collapse of the structure 20 based on the remaining seismic performance ηr and repairing / reconstructing the structure 20 as necessary. In step 113, it is determined whether or not the evaluation of the remaining seismic performance ηr is to be continued. If so, the process returns to step S108 to wait for the occurrence of an aftershock, for example. 12 is calculated, and the residual seismic performance ηr ′ (= ηr−ηp ′) after the aftershock is determined by calculating the consumed seismic performance ηp ′ of the aftershock and comparing it with the residual seismic performance ηr of the structure 20 after the main shock. . By repeating steps S108 to S113, it is possible to appropriately determine the possibility of collapse of the structure 20 even when aftershocks repeatedly occur.

  According to the flowchart of FIG. 3, the seismic performance and consumption seismic performance of the multi-layered structure 20 are based on the cumulative plastic deformation rate ηs of the evaluation target hierarchy Fk, that is, based on the accumulated plastic strain energy Wp accumulated in the evaluation target hierarchy Fk. Since the calculation is performed, it is possible to evaluate the residual seismic performance of the structure 20 in consideration of not only the maximum deformation at the time of the earthquake but also the influence of the number of repetitions of deformation. Moreover, the residual seismic performance of the structure 20 can be evaluated quickly and quantitatively only by inputting the measured ground motion Vp at the time of the disaster, and the judgment of the safety against the aftershock can be assisted. Further, even when aftershocks are repeated, it is possible to appropriately determine the possibility of collapse of the structure 20 by grasping the stepwise decrease (consumption) of the seismic performance based on the accumulated plastic strain energy Wp.

  Thus, the provision of “a program that can evaluate the residual seismic performance of the multi-layered structure after the earthquake considering the effects of repeated deformation applied during an earthquake”, which is the object of the present invention, can be achieved.

  In the flow chart of FIG. 3 described above, the residual seismic performance of the multi-layered structure 20 after the earthquake is calculated using the seismic motion Vp measured by the seismometer 9, but the remaining seismic performance is evaluated for each structure 20 to be evaluated. Providing the seismometer 9 is not rational and economical, and the measured seismic motion Vp of the seismometer 9 may not be available immediately after the disaster. The flow chart of FIG. 4 shows the structure 20 after the earthquake damage using the residual seismic performance evaluation marker 25 (see FIGS. 2C and 2D) instead of using the measured ground motion Vp of the seismometer 9. The flowchart of the evaluation method of this invention which evaluates the residual seismic performance of is shown. Further, the computer 1 of FIG. 1 has marker design means 13 for designing the residual seismic performance evaluation marker 25. Hereinafter, the residual seismic performance evaluation method using the marker 25 and the function of the marker design means 13 of FIG. 1 will be described with reference to the flowchart of FIG.

  Steps S201 to S207 in FIG. 4 indicate a process of calculating the seismic performance ηs of the multilayer structure 20 by the calculation unit 11 of the computer 1 in the same manner as Steps S101 to S107 in FIG. In step S208, the seismic performance ηs of the structure 20 calculated by the calculation unit 11 is input to the marker design unit 13, and a predetermined cumulative plastic deformation magnification η1 equal to or less than the seismic performance ηs is first set. The marker design means 13 in FIG. 1 sets three cumulative plastic deformation magnifications η1, η2, and η3 of 50%, 70%, and 90%, for example, with respect to the seismic resistance performance ηs. It can be arbitrarily selected, and it is sufficient to set at least one predetermined cumulative plastic deformation magnification η1 (for example, possessed seismic performance ηs × 50%). Next, the marker design means 13 designs and manufactures a residual seismic performance evaluation marker 25 that breaks, generates heat, or develops color when energy corresponding to the set predetermined cumulative plastic deformation magnification η1 is absorbed.

  For example, stress luminescent materials that absorb mechanical energy and emit light in an elastic deformation region or plastic deformation region have been developed (see Patent Document 4 and Non-Patent Document 6), and the number of repetitions of light emission, light emission time, light emission amount. The energy absorbed can be estimated from the above. Based on this, a luminescent material that exhibits a predetermined number of repetitions of light emission, light emission time, or light emission amount at the stage of absorbing energy (plastic strain energy) corresponding to a predetermined cumulative plastic deformation magnification η1 is designed and manufactured, and residual earthquake resistance The performance evaluation marker 25 can be used.

  As shown in FIGS. 2 (A) and 2 (B), the marker 25 designed and manufactured as described above is applied to an interlayer member (for example, a wall, a stud, a sacrificial member, etc.) of the evaluation target hierarchy Fk of the multilayer structure 20. It is attached by coating or filling, and the accumulated plastic strain energy (cumulative plastic strain energy) of the structure 20 is observed by observing the color development state (number of repetitions of light emission, light emission time, light emission amount, etc.) of the marker 25 after earthquake damage. It is possible to determine whether or not (Wp) exceeds a predetermined cumulative plastic deformation magnification η1 (for example, possessed seismic performance ηs × 50%), that is, the remaining seismic performance of the structure 20 (see step S209 described later). The marker 25 can include a light receiving means, a memory, and the like for recording the number of repetitions of light emission, the light emission time, the light emission amount, and the like as necessary.

  Preferably, as shown in FIGS. 2C and 2D, a plurality of different predetermined cumulative plastic deformation ratios η1, η2, and η3 (for example, of the seismic performance ηs held) are equal to or less than the seismic performance ηs of the multilayer structure 20. The remaining seismic performance evaluation marker 25 includes a plurality of ordered members 26a, 26b, 26c,... That sequentially break, generate heat, or develop color when energy corresponding to 50%, 70%, 90%) is absorbed. . By using such a plurality of ordered members 26a, 26b, 26c,..., The remaining seismic performance of the structure 20 from the order of the members 26a, 26b, 26c,. ηr can be determined in more detail.

  The ordered members 26a, 26b, 26c... Are sequentially broken at the time when energy corresponding to a plurality of different cumulative plastic deformation magnifications η1, η2, η3... Is absorbed, as shown in FIG. It can be a steel damper. The steel damper 26 in the illustrated example is a steel material provided with honeycomb-shaped honeycomb holes 27 so as to absorb and smash earthquake vibration (plastic deformation energy) (for example, honeycomb damper manufactured by Kashima Construction Co., Ltd., see Patent Document 5). From the steel material and the shape of the honeycomb holes 27, it is possible to design the cumulative plastic deformation ratio η causing the fracture by the design means 13. For example, a residual seismic performance evaluation marker 25 having three steel dampers 26a, 26b, and 26c is designed and manufactured according to the seismic performance ηs of the structure 20, as shown in FIGS. 2 (A) and 2 (B). In addition, it is arranged and attached between the layers (for example, walls) of the evaluation target hierarchy Fk of the structure 20. Preferably, the markers 25 are respectively installed on the two horizontal wall surfaces of the evaluation target hierarchy Fk of the structure 20, but the installation positions and the number of installations are not limited to the illustrated example.

  Further, as shown in FIG. 2D, the ordered members 26d, 26e, 26f... Are brought to the required temperature when energy corresponding to a plurality of different cumulative plastic deformation magnifications η1, η2, η3. It is also possible to use a friction damper or a steel damper in which the composition 28d, 28e, 28f,... In the illustrated example, the friction damper 26 presses a sliding material having a required coefficient of friction against a sliding surface with a required compression force, and absorbs an earthquake vibration (plastic deformation energy) by the frictional force between the sliding material and the sliding surface. From the friction coefficient and compressive force of the material, the design means 13 can design the amount of heat generated according to the absorption of the plastic deformation energy (see Non-Patent Document 7). Further, for example, the above-described honeycomb damper and other steel dampers 26 also generate heat according to the absorption of the plastic deformation energy before breaking, so that the amount of generated heat can be designed by the fracture design means 13.

  In FIG. 2 (D), the composition 28 applied to the surface of the friction damper or the steel damper 26 causes a change in color tone when the temperature reaches a predetermined temperature, for example. It can be a substance (temperature-sensitive composition). By using the temperature-sensitive composition 28 that is irreversibly altered, it is possible to detect the plastic deformation energy absorbed after the damper 26 has cooled after the earthquake has converged. For example, the residual seismic performance evaluation in which the temperature-sensitive composition 28 is applied to the surfaces of three dampers 26d, 26e, and 26f that generate heat at the same predetermined temperature when different plastic deformation energies η1, η2, and η3 are absorbed. The marker 25 is designed / manufactured and attached between the layers to be evaluated Fk of the structure 20 (on a column or wall). It is also possible to apply the temperature-sensitive composition 28 that changes in quality at different heat generation temperatures to the surfaces of the dampers 26d, 26e, and 26f having the same structure to form the marker 25. Alternatively, the composition 28 may be a chemical substance (temperature sensitive adhesive) such as an adhesive that dissolves at a predetermined temperature, and the mark attached to the surface of the damper 26 is irreversibly peeled off at the predetermined temperature. Also good.

  Step S209 in FIG. 4 shows a process of determining the residual seismic performance of the structure 20 by observing the residual seismic performance evaluation marker 25 after the earthquake and determining the fractured or heated member 26 when an earthquake occurs. . For example, in the marker 25 having three ordered members 26 visualizing the plastic deformation energies η1, η2, and η3 of 50%, 70%, and 90% of the possessed seismic performance ηs, the member 26a having the deformation energy η1 breaks or If the member 26b having the heat generation but the deformation energy η2 is not broken or does not generate heat, it can be determined that 30% or more of the possessed seismic performance ηs remains. In addition, when all of the members 26a, 26b, and 26c having the deformation energy η1, η2, and η3 are broken or heated, there is a possibility that the structure 20 collapses due to aftershock because less than 10% of the possessed seismic performance ηs remains. It can be determined that there is. Steps S210 to S212 in FIG. 4 show processing for repairing / reconstructing the structure 20 as necessary and determining the remaining seismic performance ηr ′ after the aftershock, as in steps S111 to S113 in FIG.

  According to the flowchart of FIG. 4 using the residual seismic performance evaluation marker 25, the seismic performance possessed by the structure 20 can be visualized in advance, and even if the measured seismic motion Vp is not available at the time of the disaster, The remaining seismic performance of the structure 20 can be easily evaluated simply by observing 25. Moreover, since the resident (user) of the structure 20 who does not have specialized knowledge can evaluate the residual seismic performance by observing the marker 25 immediately after the earthquake, the resident (use Can help to make quick and intuitive decisions. Furthermore, since the marker 25 does not require the supply of electric power or other external energy, it is possible to evaluate the residual seismic performance of the structure 20 even immediately after a large earthquake where the infrastructure cannot be used.

DESCRIPTION OF SYMBOLS 1 ... Computer 2 ... Input device 3 ... Output device 5 ... Input means 6 ... Output means 7 ... Storage means 9 ... Seismometer (accelerometer, displacement meter, etc.)
DESCRIPTION OF SYMBOLS 11 ... Calculation means 12 ... Determination means 13 ... Marker design means 20 ... Multi-layered structure 21 ... Column 22 ... Beam 25 ... Residual seismic performance evaluation marker 26 ... Damper 26a, 26b, 26c ... Steel dampers 26d, 26e, 26f ... Sliding damper 27a, 27b, 27c ... honeycomb holes 28d, 28e, 28f ... discoloration or molten material C ... response analysis model G ... ground Fi ... layer Fk ... detection layer U ... ground property data (ground model)
Vs ... Estimated ground motion Vp ... Measured ground motion Q ... Load δ ... Interlayer deformation μ ... Plastic deformation magnification ηs ... Own earthquake resistance (cumulative plastic deformation magnification when safety limit is reached)
ηp ... Consumption seismic performance (cumulative plastic deformation ratio during earthquake damage)
ηr: Residual seismic performance η1, η2, η3: Energy corresponding to the predetermined cumulative plastic deformation ratio E: Total energy input We at the time of earthquake: Elastic vibration energy Wp of the structure at the time of earthquake ... Cumulative plastic strain of the structure at the time of earthquake Energy Wh ... Amount of energy absorbed by the structure during earthquake

Claims (13)

In order to evaluate the residual seismic performance of the multi-layered structure after the earthquake, a computer is used to store the elastic-plastic response analysis model of the structure. A cycle for obtaining load-interlayer deformation history is repeated until a layer reaching the safety limit is detected, and a calculation means for calculating the seismic performance of the structure as the cumulative plastic deformation magnification of the detected layer, and the analysis model in the event of a disaster As a judgment means for calculating the residual seismic performance of the structure based on the consumed seismic performance and the possessed seismic performance, and calculating the consumed seismic performance of the structure as the cumulative plastic deformation magnification of the detection layer Residual seismic performance evaluation program for multi-layer structures to function. The program according to claim 1, wherein the elasto-plastic response analysis model of the structure is a three-dimensional analysis model including the position, shape, and elasto-plastic response characteristics of each frame member, and the seismic motion is input to load each member of each layer. A program for evaluating the residual seismic performance of multi-layered structures in which the cycle for obtaining the interlayer deformation history is repeated until a hierarchy that reaches the safety limit is detected. 3. The program according to claim 1 or 2, wherein the calculation means and the determination means replace the possessed seismic performance and the consumed seismic performance of the structure with the detection hierarchy, and the hierarchy having the maximum vibration mode amplitude of the structure. Or the residual earthquake-resistant performance evaluation program of a multilayered structure calculated as the cumulative plastic deformation magnification of the designated hierarchy of the said structure. Cycles to calculate load-interlayer deformation history for each layer by inputting assumed earthquake motions of different strengths into the elasto-plastic response analysis model of multi-layer structure are repeated until a layer reaching the safety limit is detected, and the cumulative plasticity of the detected layer Calculates the seismic performance of the structure as the deformation ratio, creates a marker that breaks, generates heat, or develops color when it absorbs energy corresponding to the predetermined cumulative plastic deformation ratio below the seismic performance and attaches it to the detection layer The method for evaluating the residual seismic performance of a multi-layered structure, wherein the residual seismic performance of the structure is determined based on the breakage, heat generation or coloration of the marker after an earthquake. 5. The method according to claim 4, wherein the seismic performance of the structure is changed to the cumulative plastic deformation ratio of the hierarchy in which the amplitude of the vibration mode of the structure is maximum or the designated hierarchy of the structure, instead of the detection hierarchy. A method for evaluating the residual seismic performance of a multi-layered structure calculated by attaching the marker to the calculated level. 6. The method according to claim 4 or 5, wherein the marker is sequentially broken, heated or colored when it absorbs energy corresponding to a plurality of different predetermined cumulative plastic deformation ratios below the seismic performance of the structure. A method for evaluating the residual seismic performance of a multi-layered structure, including attached members, in which the residual seismic performance of the structure is determined based on the order of members that are broken, heated, or colored after the earthquake. The method according to claim 6, wherein each of the ordered members has a steel structure damper that sequentially breaks when absorbing energy corresponding to the plurality of different predetermined cumulative plastic deformation ratios. 7. The method according to claim 6, wherein each of the ordered members absorbs energy corresponding to the plurality of different predetermined cumulative plastic deformation ratios, and heats the composition to the required temperature and discolors or melts by the generated heat. A method for evaluating the residual seismic performance of a multi-layered structure as a coated friction damper or steel damper. Cycles to calculate load-interlayer deformation history for each layer by inputting assumed earthquake motions of different strengths into the elasto-plastic response analysis model of multi-layer structure are repeated until a layer reaching the safety limit is detected, and the cumulative plasticity of the detected layer Created to break, generate heat, or develop color when absorbing energy corresponding to a predetermined cumulative plastic deformation ratio below the seismic performance of the structure calculated as the deformation ratio, and attached to the detection layer after the earthquake. A marker for evaluating the residual seismic performance of a multi-layered structure that makes it possible to determine the residual seismic performance of the structure based on fracture, heat generation or color development. The marker according to claim 9, wherein the seismic performance of the structure is replaced with the detection layer, and the cumulative plastic deformation ratio of the layer in which the amplitude of the vibration mode of the structure is the maximum or the specified layer of the structure is used. A residual seismic performance evaluation marker for a multi-layered structure that can be calculated as follows and attached to the calculated level to determine the residual seismic performance of the structure. The marker according to claim 9 or 10, wherein the marker sequentially breaks, generates heat, or develops color when it absorbs energy corresponding to a plurality of different predetermined cumulative plastic deformation ratios below the seismic performance of the structure. Residual seismic performance evaluation marker for multi-layered structures that can determine the residual seismic performance of the structure according to the order of members that have broken, generated heat, or colored after an earthquake, including attached members. The marker according to claim 11, wherein each of the ordered members is a residual seismic performance evaluation marker for a multi-layered structure that is a steel damper that sequentially breaks when energy corresponding to the plurality of different predetermined cumulative plastic deformation magnifications is absorbed. The marker according to claim 11, wherein each of the ordered members has a composition that generates heat at a required temperature when it absorbs energy corresponding to the plurality of different predetermined cumulative plastic deformation ratios, and discolors or melts by the generated heat. Residual seismic performance evaluation marker for multilayer structures as applied friction dampers or steel dampers.