JP2016114411A - Portion affection degree estimation method, disaster degree evaluation method and portion affection degree estimation device - Google Patents

Abstract

PROBLEM TO BE SOLVED: To easily estimate an affection degree of a portion.SOLUTION: A portion affection degree estimation method for estimating an affection degree of a portion to a building aseismatic performance is configured to: perform Pushover analysis to a before-disaster model before inputting external force to the building; determine, by simple analysis, response acceleration, response displacement and attenuation constant, during safety limit on a partial pin model of building in which one of damaged portions specified by the Pushover analysis is set to a pin portion, based on the analysis result of Pushover analysis on the before-disaster model, a position of the pin portion, and property of the portion, without performing Pushover analysis on the partial pin model; then calculate an aseismatic performance index which the partial pin model has; and based on the calculated aseismatic performance index, estimate the affection degree.SELECTED DRAWING: Figure 6

Description

  The present invention relates to a part influence degree estimation method, a damage degree evaluation method, and a part influence degree estimation apparatus.

  A method for estimating the degree of influence of a part for estimating the degree of influence of the part on the earthquake resistance of a building is already well known. In the conventional method for estimating the influence of a part, the analysis result of the pushover analysis in the pre-disaster model before the external force is input to the building, and one of the damaged parts specified by the pushover analysis is defined as a pin part. Based on the analysis result of Pushover analysis in the partial pin model of the building, the influence of the part was estimated.

Kouta Miura, 3 others, “Extension of the residual seismic performance evaluation method of RC damaged buildings based on the degree of influence of each part on frame seismic performance to multi-layer buildings”, Annual report on concrete engineering, Vol. 34, no. 2, 2012, p.847-p852

  The following problem has arisen in the influence degree estimation method of the site according to the conventional example. That is, even if the number of damaged parts identified by the pushover analysis in the pre-disaster model is large, it is necessary to perform the pushover analysis in the partial pin model by that number in order to evaluate the degree of damage. And since the pushover analysis takes time and effort, there has been a problem that the influence degree of the part cannot be estimated simply. In particular, when the scale of a building is large, the number of damaged parts as pin parts becomes enormous, and the occurrence of such a problem has been remarkable.

  The present invention has been made in view of the above-described conventional problems, and its main purpose is to simply estimate the degree of influence of a part.

The main present invention is a method for estimating the degree of influence of a part for estimating the degree of influence of a part on the seismic performance of a building,
Perform pushover analysis in the pre-disaster model before external force input to the building,
Response acceleration, response displacement, and damping constant at the safety limit in the partial pin model of the building with one of the damaged parts specified by the Pushover analysis as a pin part,
Based on the analysis result of Pushover analysis in the pre-disaster model, the position of the pin part, and the characteristic of the part,
Obtained by simple analysis that does not use Pushover analysis in the partial pin model, to calculate the seismic performance index possessed by the partial pin model,
An influence degree estimation method for a part, wherein the influence degree is estimated based on the calculated seismic performance index.

  Other features of the present invention will become apparent from the description of the present specification and the accompanying drawings.

  According to the present invention, it is possible to simply estimate the influence degree of a part.

It is the figure which showed the relationship between a damage degree and a seismic performance reduction coefficient. It is the figure which showed the relationship between a damage degree and a plasticity rate. It is an image figure of a basic model and a partial pin model. It is explanatory drawing for demonstrating the possession seismic performance index calculation method. It is a block diagram for demonstrating the influence degree estimation procedure of the site | part which concerns on a prior art example. It is a block diagram for demonstrating the influence degree estimation procedure of the site | part which concerns on this Embodiment. It is the figure which showed the example of an estimation of the interlayer deformation angle at the time of a safety limit in a partial pin model (1 layer estimation procedure in a 5 layer building). It is explanatory drawing for demonstrating calculation of the yield strength decreasing rate in j layer. It is the figure which showed an example of the influence coefficient of the layer. It is a figure showing the interlayer deformation angle in case a column is rigid. It is the figure which showed the example of calculation of secant rigidity. It is explanatory drawing for demonstrating the attenuation constant of the building at the time of the safety limit in a partial pin model. It is the figure which showed the building earthquake resistance performance residual ratio calculation flow immediately after the earthquake occurrence. It is the block diagram which showed the damage degree evaluation system.

  At least the following will be made clear by the description of the present specification and the accompanying drawings.

A method for estimating the degree of influence of a part for estimating the degree of influence of a part on the seismic performance of a building,
Perform pushover analysis in the pre-disaster model before external force input to the building,
Response acceleration, response displacement, and damping constant at the safety limit in the partial pin model of the building with one of the damaged parts specified by the Pushover analysis as a pin part,
Based on the analysis result of Pushover analysis in the pre-disaster model, the position of the pin part, and the characteristic of the part,
Obtained by simple analysis that does not use Pushover analysis in the partial pin model, to calculate the seismic performance index possessed by the partial pin model,
An influence degree estimation method for a part, wherein the influence degree is estimated based on the calculated possessed seismic performance index.

  In such a case, since it is not necessary to perform pushover analysis in the partial pin model, it is possible to simply estimate the degree of influence of the part.

Further, in the simple analysis, based on the layer to which the pin part belongs and the yield strength which is the characteristic of the part, the interlayer deformation angle increase rate of each layer of the building of the partial pin model relative to the pre-disaster model is calculated,
The response acceleration, response displacement, and damping constant may be obtained based on the calculated interlayer deformation angle increase rate.

  In such a case, it is possible to appropriately avoid the pushover analysis in the partial pin model by using the interlayer deformation angle increase rate obtained based on the proof strength that is the characteristics of the layer to which the pin part belongs and the part. .

  In the simple analysis, in addition to the layer to which the pin part belongs and the yield strength which is the characteristic of the part, the increase rate of the interlayer deformation angle is calculated based on the rigidity of the beams and columns and the number of building layers. It is good.

  In such a case, the rigidity of the beams and columns and the number of building layers are also added as correction terms in the calculation of the increase rate of the interlayer deformation angle, so that the accuracy of estimating the influence of the part is improved.

Next, a damage degree evaluation method for estimating the damage degree of a building by estimating the degree of influence of the part on the earthquake resistance of the building,
Perform pushover analysis in the pre-disaster model before external force input to the building,
Response acceleration, response displacement, and damping constant at the safety limit in the partial pin model of the building with one of the damaged parts specified by the Pushover analysis as a pin part,
Based on the analysis result of Pushover analysis in the pre-disaster model, the position of the pin part, and the characteristic of the part,
Obtained by simple analysis that does not use Pushover analysis in the partial pin model, to calculate the seismic performance index possessed by the partial pin model,
A process for estimating the influence based on the calculated seismic performance index,
Execute for each of the damaged sites in multiple locations,
A damage degree evaluation method characterized in that a seismic performance residual ratio of the building is calculated based on the influence degree for each damaged part and a building response obtained by inputting an external force to the building.

  In such a case, it is possible to simply estimate the influence degree of the part, and therefore, the damage degree evaluation method becomes simple.

Next, a device for estimating the degree of influence of a part that estimates the degree of influence of a part on the earthquake resistance of a building,
Recording means for recording the characteristics of the site;
Pushover analysis execution means for executing Pushover analysis in the pre-disaster model before input of external force to the building;
Response acceleration, response displacement, and damping constant at the safety limit in the partial pin model of the building with one of the damaged parts specified by the Pushover analysis as a pin part,
Based on the analysis result of Pushover analysis in the pre-disaster model, the position of the pin part, and the characteristic of the part,
Obtained by simple analysis that does not use Pushover analysis in the partial pin model, to calculate the seismic performance index possessed by the partial pin model,
An influence degree estimation means for estimating the influence degree based on the calculated possessed seismic performance index.

  In such a case, since it is not necessary to perform pushover analysis in the partial pin model, it is possible to simply estimate the degree of influence of the part.

=== About damage assessment method ===
In order for building managers and owners to determine the necessity of evacuation and business continuity in the event of a major earthquake, the building damage level (degree of damage) must be accurately (quantitatively) determined immediately after the earthquake occurs, A means for quickly determining whether continuous use is possible is required.

There is Non-Patent Document 1 as a prior art relating to a quantitative evaluation method of damage level of a building. In this method, seismic performance remaining rate R is used as an index that quantitatively represents the degree of damage to buildings. The seismic performance remaining rate R is defined as the ratio of the seismic performance after the disaster to the seismic performance before the disaster. Specifically, depending on the degree of damage of each part in the building (more precisely, the hinge occurrence part) The effect of each part on the seismic performance of the building, with the specified seismic performance reduction factor η (see Figure 1) defined by the Japan Building Disaster Prevention Association “Decision criteria for earthquake damage building and restoration technology guidelines” 2002.8 Weighted with degree _Er and calculated by equation (1). Note that the influence degree _Er of the part is the influence degree of the part on the seismic performance of the building, and is a value indicating how much the whole building is affected when the part is damaged. Further, the part means a part of a member such as a column or a beam (for example, a column base or a beam end).

耐震性能低減係数ηの算定に用いる損傷度について、非特許文献１では、被害調査において目視等で判断することを原則としているが、建物モデルの解析結果における塑性率と損傷度を対応させる考え（例えば図２の様な関係）についても言及している。

Non-Patent Document 1 is based on the principle that the damage degree used to calculate the seismic performance reduction coefficient η is determined by visual inspection in the damage investigation. For example, reference is also made to the relationship shown in FIG.

=== Regarding the Method of Estimating the Influence of a Part According to the Conventional Example ===
In Non-Patent Document 1, the calculation method (estimation) of the influence degree _Er of each part is based on the use of the following settlement method (third-order determination method).

The degree of influence _Er of each part is based on the general analysis method Pushover analysis of frames (static incremental load analysis) and seismic performance index based on seismic response spectrum (The Architectural Institute of Japan “Guidelines for evaluating seismic performance of reinforced concrete buildings” (Draft) ・ The same explanation ”(defined in 2004.7). The flow is shown below.

  a) Pushover analysis is performed on the basic model (corresponding to the pre-disaster model before input of external force to the building) with actual proof stress applied to all parts. By the pushover analysis, the position of the damaged part (that is, the position where the hinge is generated; b) and the position of the damaged part (that is, the position of the pin part) are specified.

  b) Partial pin model (virtual model. Fig. 3) in which the proof strength of one of the hinge generation positions is zero, that is, the pin (pin part), in order to evaluate the effect of damage on a part of the building on the seismic performance of the building. The pushover analysis is performed in the same way. In FIG. 3, the part indicated by a circle represents the hinge generation position, and the part indicated by a black circle represents the hinge generation position where the current proof stress is zero (that is, a pin).

c) Using the analysis result, the response acceleration S _a -response displacement S _d relationship (proof stress curve) of the equivalent single-degree-of-freedom system is obtained by the equations (2) to (4).

m_i：i層の重量 D_i：i層の層間変形 ΣQ₁：1層せん断力
d)基本モデルと部分ピンモデルの耐力曲線に関し、安全限界時（層間変形角最大値=1/50rad.とした）において、第2種地盤の告示の応答スペクトルに対する保有耐震性能指標α、α'（建物の耐震性能の大小を数値で表したもの）を求める（図４）。保有耐震性能指標は、基準地震動Sに対する限界地震動αS（図４において、安全限界点を通る地震動）の比として定義される。限界地震動αSは、建物が安全限界状態に達する際の地震動強さであり、耐力曲線上の安全限界点を通過するスペクトルの大きさに該当する。基準地震動は、告示の応答スペクトルを、安全限界時の建物の減衰定数h（建物のエネルギー吸収力の大小を数値で表したもの）の大きさに応じた応答低減率F_hで低減したものである（(5)式）。建物の減衰定数hは、塑性率μに応じて定義される建物内各部位（各バネ）の減衰定数h_iを、歪エネルギーW_iで重みづけ平均し、(6)式で求められる。

m _i : Weight of i layer D _i : Interlayer deformation of i layer ΣQ ₁ : Single layer shear force
d) Regarding the strength curves of the basic model and the partial pin model, the seismic performance index α, α 'possessed with respect to the response spectrum of the type 2 ground notification at the safety limit (maximum interlayer deformation angle = 1/50 rad.) (The numerical value of the magnitude of the earthquake resistance of the building) is obtained (Fig. 4). The possessed seismic performance index is defined as the ratio of the limit ground motion αS (the ground motion passing through the safety limit point in FIG. 4) to the reference ground motion S. The limit seismic motion αS is the strength of the seismic motion when the building reaches the safe limit state, and corresponds to the size of the spectrum passing through the safe limit point on the proof stress curve. The standard ground motion is a reduction of the response spectrum of the notification with a response reduction rate F _h according to the magnitude of the building's damping constant h (a numerical value of the building's energy absorption capacity) at the safety limit. Yes (Formula (5)). The damping constant h of the building is obtained by Equation (6) by averaging the damping constant h _i of each part (each spring) in the building defined according to the plasticity ratio μ with the strain energy W _i .

図４からもわかるように、保有耐震性能指標は安全限界時の応答加速度S_a、応答変位S_d、減衰定数hによって定まり、それぞれの値が大きい程、高い値となる。

As can be seen from FIG. 4, the possessed seismic performance index is determined by the response acceleration S _a at the safety limit, the response displacement S _d , and the damping constant h, and the higher the value, the higher the value.

for e) basic model, the reduction rate D _r holdings seismic performance index portions pin model (9) obtained by equation. However, when _Dr is a negative value, _Dr = 0.

f)全ての損傷部位の位置（ヒンジ発生位置）について減少率D_rを求める。

f) Obtain the reduction rate _Dr for all the damaged site positions (hinge occurrence positions).

g) A value obtained by normalizing D _{r so} that the sum is 1 is defined as an influence E _r (Equation (10)).

＝＝＝従来例に係る部位の影響度推定方法の問題点について＝＝＝
従来技術における各部位の影響度E_rの算定（推定）において、主要な計算部分となる保有耐震性能指標の算定には、安全限界時の建物の応答加速度S_a、応答変位S_d及び減衰定数hが必要である。従来方法では、基本モデル、部分ピンモデルそれぞれに対してPushover解析を行うことで、上記の3つの指標を算定している。すなわち、各部位の影響度E_rを算定（推定）して建物被災度を定量的に評価するためには、ヒンジ数と同じ回数だけのPushover解析を行う必要があり、実建物、特に大規模建物を対象とした場合には、計算量が膨大になる（図５参照）。

=== Regarding Problems of the Method for Estimating the Influence Level of a Part According to Conventional Example
In the calculation (estimation) of the influence degree _Er of each part in the prior art, the response acceleration S _a of the building at the safety limit, the response displacement S _d and the damping constant are used to calculate the seismic performance index that is the main calculation part. h is required. In the conventional method, the above three indicators are calculated by performing pushover analysis on each of the basic model and the partial pin model. In other words, in order to calculate (estimate) the degree of influence _Er of each part and quantitatively evaluate the damage level of a building, it is necessary to perform pushover analysis as many times as the number of hinges, and it is necessary for real buildings, particularly large-scale buildings. When a building is targeted, the calculation amount is enormous (see FIG. 5).

  In other words, even when the number of damaged parts specified by the pushover analysis in the pre-disaster model is large, the pushover analysis in the partial pin model has to be performed for that damage evaluation. And since the pushover analysis takes time and effort, there has been a problem that the influence degree of the part cannot be estimated simply. In particular, when the scale of a building is large, the number of damaged parts as pin parts becomes enormous, and the occurrence of such a problem has been remarkable.

  Further, the partial pin model is a virtual model that assumes an extreme state (a state in which it is far from reality) in which only a part of the building is damaged. For this reason, if a pushover analysis that is not originally intended to be applied to a virtual model in such an extreme state (an unrealistic state) is performed on a partial pin model, a calculation error (such as an error) (That is, the estimation results are not stable).

=== Regarding the Method for Estimating the Influence of a Part According to this Embodiment ===
<<< Overview >>>
In order to solve the problems of the prior art, in this embodiment, the pushover analysis result in the basic model, the basic member characteristics (proof stress, rigidity) used as input data for the analysis, and the position of the part to be used as a pin ( The response acceleration S _a ′, representative displacement (response displacement) S _d ′, and damping constant h ′ in the partial pin model are estimated based on the number of floors) and the strength, and the seismic performance index α ′ of each partial pin model and each The influence degree _{Er of the part} is calculated (see FIG. 6).

  This embodiment is based on the conventional method for evaluating the degree of earthquake damage (seismic performance remaining rate), and the part of the partial pin model's seismic performance index α ′ calculation part (b) to d) )) Is replaced with the one that does not require Pushover analysis, and the stability and simplicity of the entire evaluation method are improved to a practical level.

In addition, when the degree of influence _Er is estimated and the seismic performance remaining rate R is calculated by the equation (1), it has already been described that it is necessary to obtain the seismic performance reduction coefficient η. As described above, the seismic performance reduction factor η of each part of the building was calculated based on the results of field surveys or the maximum response plasticity rate in the analysis model for RC buildings.

  However, based on the cumulative damage value D according to the Miner rule, the seismic performance remaining rate evaluation in the steel structure building may be performed by calculating the seismic performance reduction coefficient η of each part by the equation (11). Cumulative damage value D is Yoshitaka Suzuki, Norihide Oga et al. “Examination of safety verification method for steel high-rise buildings against long-period ground motion (Part 22: Damage evaluation method using seismic response analysis results)” If the method shown in Academic Lecture Summary, 2013.8, etc. is used, it can also be calculated approximately from the values of the maximum response plasticity ratio and the cumulative plastic deformation ratio.

N_i：最大塑性率μ_iのサイクルが単独で繰り返された際の、破断までの繰り返し回数で、疲労曲線により規定される。疲労曲線は、成原弘之,山田哲ほか「長周期地震動に対する鉄骨造超高層建築部の安全性検証方法の検討（その20 梁端溶接接合部の低サイクル疲労損傷評価法）」日本建築学会大会学術講演梗概集,2013.8等に示されている。

N _i : The number of repetitions until fracture when a cycle with the maximum plasticity ratio μ _i is repeated independently, and is defined by the fatigue curve. Fatigue curves are from Hiroyuki Naruhara, Satoshi Yamada, and others “Examination of the safety verification method for steel high-rise buildings against long-period ground motions (Part 20: Low cycle fatigue damage evaluation method for beam-end welded joints)” It is shown in Academic Lecture Summary, 2013.8 etc.

n _i : Number of repetitions of cycle with maximum plastic ratio μ _i However, for RC and SRC buildings, the seismic performance reduction factor η is calculated by the method using the plastic ratio of the prior art. In this way, the damage degree evaluation method according to the present embodiment can be used regardless of the structure type.

  In the next section, assuming a bending yield type pure ramen building, the procedure for calculating the possessed seismic performance index α 'in the partial pin model is shown.

<<< Specific estimation method >>>
<Calculation of response displacement S _d '>
1) The 'story drift of each layer [delta] _r in calculating portion pin model' story drift [delta] _r is calculated by the procedure shown in a) to d) (see FIG. 7).

a) Pushover analysis is performed on the basic model (corresponding to the pre-disaster model before the external force is input to the building) with actual strength applied to all parts. By the pushover analysis, the position of the damaged part (that is, the position where the hinge is generated; b) and the position of the damaged part (that is, the position of the pin part) are specified. Let δ _ri be the interlayer deformation angle of each layer in the Pushover analysis result.

b) In a partial pin model of a building where one of the damaged parts identified by Pushover analysis is a pin part, the proof stress of the layer to which the pin part belongs (hereinafter referred to as the damaged layer) decreases, so the damaged layer and its surroundings Layer deformation increases. Therefore, the inter-layer deformation angle increase rate Δ _i of the i layer (the inter-layer deformation angle increase rate of each layer of the partial pin model building relative to the pre-disaster model) is calculated by Equation (13). Note that _Δei is the main term in the interlayer deformation angle increase rate reference value, whereas K, S, and C are adjustment terms (correction terms).

b-1)
Δ_ei：i層の層間変形角増加率基準値。ピンとした部位の耐力や、損傷層からi層までの距離等に応じて、(14)式で求める。

b-1)
Δ _ei : Interlayer deformation angle increase rate reference value of the i layer. It is calculated by equation (14) according to the proof stress of the pinned part, the distance from the damaged layer to the i layer, and the like.

A部分：
部分ピンモデルにおける損傷層の耐力減少率が大きく、また、当該層（i層）が損傷層に近い程、層間変形角の変化Δ_eiが大きくなることを評価する。

Part A:
It is evaluated that the change rate Δ _ei of the interlayer deformation angle increases as the proof stress reduction rate of the damaged layer in the partial pin model is larger and the layer (i layer) is closer to the damaged layer.

n: Number of building layers
_s M _urj : _Yield reduction rate in the j layer (This is a quantity indicating how much the yield strength of the j layer has dropped due to the hinge generation site as a pin). the sum of the yield strength of the hinge generation site in the j layer _s? M _uj (hereinafter, strength of the layer) for, as the ratio of yield strength M _u of the pin sites, determined by equation (15).

損傷層以外においては、_sM_urj=0となる。ここで、中間階の梁ヒンジについては、梁耐力で決まる節点モーメントが上下層に分配されるため、(15)式における_sΣM_uj及びM_uに対して、それぞれ梁耐力の1/2を加算することとする。剛域を無視した場合、M_urjは、梁ヒンジによって決まる節点モーメントを上下層の柱に均等に分配した場合の層せん断力ΣQ_ujを、部分ピンモデル、基本モデルそれぞれについて求め、部分ピンモデルにおける減少率を算定したものに等しくなる（図８参照）。図８の例において、仮に全ての梁の耐力M_uiが等しいとすると、_sM_urj=1/8となる。

Except for the damaged layer, _s M _urj = 0. Here, the intermediate floor beam hinge, since the nodes moment determined by the beam strength is distributed to the upper and lower layers, (15) _s? M with respect to _uj and M _u, respectively adding the 1/2 of the beam strength of formula I decided to. When the rigid zone is ignored, _{Murj obtains} the layer shear force ΣQ _uj for each of the partial pin model and basic model when the nodal moment determined by the beam hinge is evenly distributed to the upper and lower columns. It is equal to the calculated reduction rate (see FIG. 8). In the example of FIG. 8, _suppose that the proof stress M _ui of all the beams is equal, _s M _urj = _1/8 .

That is, in the example of FIG. 8, if the layer to which the pin portion indicated by the black circle belongs is, for example, two layers (layer immediately below the black circle) and three layers (layer immediately above the black circle), the damaged layer has two and three layers. It becomes only. Therefore, _s M _urj = 0 for layers other than the second and third layers (one layer or four or more layers) (see FIG. 7). Further, the two layers, when determining the _s M _URJ, as shown in FIG. 8, with respect to the pin portions belonging to two layers one, injury site belonging to the two layers (including pin portion) is 8 Tsude _Therefore , _s M _urj = _1/8 when the proof stress M _ui of all the beams is equal.

a _j : Influence coefficient of the layer (it can be said that it is a coefficient representing how far the layer from the layer to which the pin site belongs). It is calculated by equation (16) according to the value of the distance (L = ji) between the i layer and the j layer (j = 1 to n). In the example of FIG. 7, the layer to which the pin part belongs is 2 layers and 3 layers, and how far one layer is from 2 layers is represented by a ₂ , and how far 1 layer is from 3 layers Is represented by a ₃ .

n=3,5,10の各場合におけるa_jの値の算定例を図９に示す。

An example of calculating the value of a _j in each case of n = 3, 5, 10 is shown in FIG.

  In addition, the denominator of A part is a term for standardization.

Part B:
The larger the strength reduction of the entire building in the partial pin model, the relationship of change in delta _ei interlayer deformation angle increases, is evaluated by strength decrease rate factor _all M _{ur. all} M _ur, the ratio of yield strength M _u of the pin portion bent relative strength? M _u of the entire building be defined as the sum of the yield strength at all hinge position (position of the injury site) (hereinafter, strength reduction rate M _u /? M _u ) Is normalized by the average value ave (M _u / ΣM _u ) of the reduction rate, and is obtained by equation (17). ave (M _u / ΣM _u ) can be calculated by equation (18).

n_h：ヒンジ箇所数
b-2)
K：柱剛性による補正係数。各層の層間変形角の差は、柱変形によって生じる（仮に柱を剛とした場合、図１０に示すように、各層の層間変形角は等しくなる）。一般に、柱剛性（剛比）が小さい程、柱変形が大きくなり、層間変形の差は大きくなる。従って、部分ピンモデルにおける層間変形の変化率Δ_iも、柱剛比が小さい程大きくなる。その影響を、(19)式で算定される係数Kによって評価する。

n _h : Number of hinges
b-2)
K: Correction coefficient based on column rigidity. The difference in the interlayer deformation angle of each layer is caused by column deformation (if the column is rigid, the interlayer deformation angle of each layer becomes equal as shown in FIG. 10). In general, the smaller the column stiffness (rigidity ratio), the greater the column deformation and the greater the difference in interlayer deformation. Therefore, the interlayer deformation change rate Δ _i in the partial pin model also increases as the column stiffness ratio decreases. The effect is evaluated by the coefficient K calculated by equation (19).

ΣK_b：梁の割線剛性の合計値。各梁部材の割線剛性K_bは、安全限界時における梁端モーメント_bMを材端バネの曲げ回転角_bθ_fで除すことで求めたi、j端の割線剛性K_bi、K_bj（図１１）の平均値として求める。

ΣK _b : Total value of the secant stiffness of the beam. The secant stiffness K _b of each beam member is obtained by dividing the beam end moment _b M at the safety limit by the bending rotation angle _b θ _f of the material end spring, and the secant stiffness K _bi , K _bj ( It is obtained as an average value of FIG.

ΣK_c：柱の割線剛性の合計値。梁と同様の方法で求める。

ΣK _c : Total value of column secant stiffness. It is calculated in the same way as the beam.

b-3)
The interlayer deformation angle change rate Δ _i generally increases in proportion to the number of layers n. On the other hand, the denominator in the part A of formula (14), increases in proportion to n, when used as the value of delta _ei, conversely the rate of change delta _i is reduced in proportion to n. Therefore, a relationship is established in which the interlayer deformation angle change rate Δ _i is proportional to the number of layers n by the correction coefficient S based on the number of layers.

b-4)
C:定数項（=7）
c)基本モデルにおけるi層の層間変形角δ_riに、(13)式で求めた層間変形角増加率Δ_iを乗じ、(22)式で、部分ピンモデルにおける（仮の）層間変形角δ_rti'を求める。「仮の」と言うのは、後述の手順において最大値で基準化する前の値という意味である。

b-4)
C: Constant term (= 7)
c) Multiplying the inter-layer deformation angle δ _ri of the i layer in the basic model by the inter-layer deformation angle increase rate Δ _i obtained by the equation (13), and using the equation (22), the (temporary) inter-layer deformation angle δ in the partial pin model ask for _rti '. “Temporary” means a value before standardization with the maximum value in the procedure described later.

d)安全限界時の条件（層間変形角の最大値が1/50rad.）を満たすための係数をδ_rti'に乗じ、安全限界時の層間変形角δ_ri'を求める（図７参照）。

d) Multiply δ _rti 'by a coefficient to satisfy the condition at the safety limit (the maximum value of the interlayer deformation angle is 1/50 rad.) to obtain the interlayer deformation angle δ _ri ' at the safety limit (see FIG. 7).

δ_r50：安全限界時層間変形角（=1/50rad.）
max(δ_rti')：1〜n層におけるδ_rti'の最大値（=変形角最大層におけるδ_rti'）
2)応答変位S_d'の算定
i層の層間変形δ_i'は、層間変形角δ_ri'に階高H_iを乗じ、(24)式で算定される。

[delta] _r50: safety limit during story drift (= 1 / 50rad.)
max (δ _rti '): the maximum value of δ _rti ' in the 1 to n layers (= δ _rti 'in the layer with the maximum deformation angle)
2) Calculation of response displacement S _d '
The interlayer deformation δ _i ′ of the i layer is calculated by the equation (24) by multiplying the interlayer deformation angle δ _ri ′ by the floor height H _i .

また、絶対変位D_iは、(25)式で算定される。

The absolute displacement D _i is calculated by equation (25).

縮約1質点系における安全限界時の応答変位S_d'は、(2)式に従って算定される。ここで、各層の質量m_iは基本モデルと同一であるため、既知の値である。

The response displacement S _d ′ at the safety limit in the reduced 1 mass system is calculated according to the equation (2). Since the mass m _i of each layer is the same as the basic model, a known value.

<Calculation of response acceleration S _a '>
Part i layer shearing force during safety limit at pin model [sum] Q _i 'is strength reduction rate in the i-layer shear [sum] Q _i and the partial pin model in Pushover analysis result of the basic model _{M u / ΣM u ((17} ) see formula) Is obtained by the equation (26).

また、有効質量M_ud'は、(25)式で求めた各層の絶対変位D_i、及び各層の質量m_iを用い、(3)式に従って算定される。

The effective mass M _ud 'uses the absolute displacement D _i, and each layer of the mass m _i of each layer obtained in (25), is calculated according to equation (3).

Using the one-layer shear force ΣQ ₁ ′ at the safety limit and the effective mass M _ud ′ obtained by the equation (26), the response acceleration S _a ′ at the safety limit is calculated according to the equation (4).

<Estimation of damping constant h '>
The attenuation constant h ′ at the safety limit in the partial pin model is calculated by the following procedure (FIG. 12).

a) The layer shear force-interlayer deformation relationship in the Pushover analysis result of the basic model is modeled as a trilinear type, and the second break point is defined as the yield deformation δ _yi of the i layer.

b) In the partial pin model, it is assumed that the yield deformation of the i layer is the same as that of the basic model, and from the ratio of the interlayer deformation δ _i ′ of the i layer and the yield deformation δ _yi calculated by (24), ( The layer plasticity ratio μ _i of the i layer is obtained by the equation (27).

c)層塑性率μ_iを用い、(28)式で、i層の減衰定数h_iを求める。また、(26)式で算定されるi層せん断力ΣQ_i'を用い、i層のポテンシャルエネルギーW_iを(29)式で求める。

c) Using the layer plasticity ratio μ _i , the attenuation constant h _i of the i layer is obtained by the equation (28). Further, using the i-layer shear force ΣQ _i ′ calculated by the equation (26), the potential energy W _i of the i-layer is obtained by the equation (29).

h_o:粘性減衰定数
d)建物全体の減衰定数h_e'を、(30)式で求める。

h _o : Viscosity damping constant
d) The attenuation constant h _e ′ of the entire building is obtained by equation (30).

e)基本モデルについても同様にa)〜d)の手順で、建物全体の減衰定数（推定値）h_eを求める。一方、(6)式では、Pushover解析における各バネの出力結果を基に、基本モデルにおける減衰定数の精算値hが求められている。

e) In the procedure of the same for the basic model a) to d), the attenuation constant of the whole building (estimated value) is obtained h _e. On the other hand, in equation (6), the settlement value h of the damping constant in the basic model is obtained based on the output result of each spring in the pushover analysis.

In the basic model, multiply the correction coefficient K _h set so that the estimated value h _e of the attenuation constant and the settlement value h coincide with the value h _e ′ obtained by Equation (30) to obtain the attenuation constant h ′ in the partial pin model. (Equation (31)).

＜保有耐震性能指標α'の算定＞
上記で求めた安全限界時の応答加速度S_a'、応答変位S_d'、減衰定数h'を用いて、各々の部分ピンモデルの保有耐震性能指標α'を算定する。

<Calculation of possessed seismic performance index α '>
The seismic performance index α ′ of each partial pin model is calculated using the response acceleration S _a ′, response displacement S _d ′, and damping constant h ′ at the safety limit determined above.

<Calculation of the degree of influence _Er >
When the possessed seismic performance index α ′ is obtained, the degree of influence _Er is calculated (estimated) according to the items e) to g) described in the method for estimating the degree of influence of the part according to the conventional example.

=== Regarding the Effectiveness of the Method for Estimating the Influence of a Part and the Method for Evaluating the Damage According to the Present Embodiment ===
As described above, in the method for estimating the influence of the site according to the present embodiment, pushover analysis is performed on the pre-disaster model (that is, the basic model shown in the upper diagram of FIG. 6) before the external force is input to the building. It was.

Then, one of the damaged parts identified by the pushover analysis (that is, the hinge part. For example, the part represented by the black circle and the white circle in FIG. 8) is defined as the pin part (for example, the part represented by the black circle in FIG. 8). The response acceleration S _a ', response displacement S _d ', and damping constant h 'at the safety limit in the partial pin model of the damaged building, and the analysis results of pushover analysis in the pre-disaster model (for example, layer shear force ΣQ _i, interlayer deformation angle Based on δ _ri (interlayer displacement), damping constant h), the position of the pin site (eg, the layer to which the pin site belongs), and the characteristics of the site (eg, proof strength of the damaged site (including the pin site)) The seismic performance index α ′ of the partial pin model was calculated by a simple analysis without using the pushover analysis in the partial pin model.

Then, the influence E _r is estimated based on the calculated possessed seismic performance index α ′.

  According to the present embodiment, since it is not necessary to perform pushover analysis in the partial pin model, it is possible to simply estimate the influence degree of the part. In addition, since there is no need to perform pushover analysis on a partial pin model, a calculation error (including errors) occurs when performing pushover analysis on a virtual model in an extreme state (a state that is far from reality). Can be avoided, and the estimation result becomes stable.

Further, in the simple analysis according to the present embodiment, the building of the partial pin model with respect to the pre-disaster model based on the strength of the layer and the part to which the pin part belongs (for example, the damaged part (including the pin part)) The interlayer deformation angle increase rate Δ _i of each layer was calculated, and the response acceleration S _a ′, response displacement S _d ′, and damping constant h ′ were determined based on the calculated interlayer deformation angle increase rate Δ _i .

  According to the present embodiment, it is possible to appropriately avoid the execution of pushover analysis in the partial pin model by using the interlayer deformation angle increase rate obtained based on the strength to which the layer to which the pin part belongs and the characteristic of the part. It becomes possible.

In the simplified analysis of the present embodiment, in addition to the yield strength pin site is a characteristic of belonging layers and sites of beams and columns stiffness (e.g., secant stiffness K _b of the beam, secant stiffness K _c columns) And the interlayer deformation angle increase rate Δ _i was calculated based on the number of building layers n.

  According to the present embodiment, the rigidity of the beams and columns and the number of building layers are also added as correction terms when calculating the rate of increase in the interlayer deformation angle, so that the accuracy of estimating the degree of influence of the part is improved. It becomes.

  Further, in the damage degree evaluation method according to the present embodiment, pushover analysis is performed on the pre-disaster model (that is, the basic model shown in the upper diagram of FIG. 6) before the external force is input to the building.

Then, one of the damaged parts identified by the pushover analysis (that is, the hinge part. For example, the part represented by the black circle and the white circle in FIG. 8) is defined as the pin part (for example, the part represented by the black circle in FIG. 8). The response acceleration S _a ', response displacement S _d ', and damping constant h 'at the safety limit in the partial pin model of the damaged building, and the analysis results of pushover analysis in the pre-disaster model (for example, layer shear force ΣQ _i, interlayer deformation angle Based on δ _ri (interlayer displacement), damping constant h), the position of the pin site (eg, the layer to which the pin site belongs), and the characteristics of the site (eg, proof strength of the damaged site (including the pin site)) The process of calculating the possessed seismic performance index α ′ of the partial pin model and estimating the degree of influence _Er based on the calculated retained seismic performance index α ′ obtained by a simple analysis that does not use Pushover analysis in the partial pin model The multiple points of the loss It was decided to execute for each wound site (refer to formula (1)).

Then, the seismic performance remaining rate R of the building is calculated based on the degree of influence _{Er for} each damaged part and the building response obtained by inputting the external force to the building (see equation (1)).

Therefore, it is possible to simply estimate the degree of influence of the part, and thus the damage degree evaluation method becomes simple. Also, based on the building analysis model used in normal design, if the influence degree _Er of each part is pre-calculated by the influence degree estimation method according to this embodiment, the input waveform recorded by the acceleration sensor was used. In combination with information on the building response (plastic rate or cumulative plastic deformation of each part) estimated by time history response analysis etc., the earthquake resistance remaining rate of the building can be automatically calculated immediately after the earthquake occurs (FIG. 13). ).

  Building owners and managers can efficiently determine the necessity of evacuation, business continuity, and prioritize damage surveys and recovery plans based on the seismic performance survivability rate. It is expected to make a great contribution to speeding up various responses after occurrence.

=== Damage Evaluation System According to this Embodiment ===
Next, the damage evaluation system 1 according to the present embodiment will be described with reference to FIG. The damage degree evaluation system 1 is a computer for calculating (estimating) the degree of influence _Er (corresponding to an influence degree estimation apparatus. Hereinafter, for convenience, it will be referred to as an influence degree estimation computer 10), and for evaluating the degree of damage. A computer (hereinafter referred to as a damage degree evaluation computer 20 for convenience).

  Each computer has a display device for displaying information such as a CRT (Cathode Ray Tube), a liquid crystal display device, a plasma display, an input device such as a keyboard and a mouse, a CD-ROM drive device, a DVD ( A reading device such as a digital versatile disk device, an internal memory such as a RAM, an external memory such as a hard disk drive unit, and a CPU.

In the computer 10 for estimating the degree of influence, the recording means 12 (external memory plays this role) has characteristics of parts (for example, proof strength of damaged parts (including pin parts), rigidity of beams and columns, basic model Information such as well-known structure data necessary for pushover analysis) and the number of building layers is stored. Then, the calculation means 14 (mainly the CPU and the internal memory play this role) reads these pieces of information from the recording means 12 and calculates the degree of influence _Er . The calculation means 14 includes a pushover analysis execution means 14a and an influence degree estimation means 14b.

Then, the pushover analysis execution unit 14a performs the pushover analysis in the pre-disaster model (that is, the basic model shown in the upper diagram of FIG. 6) before the external force is input to the building. Further, the influence degree estimation means 14b determines one of the damaged parts (that is, the hinge part, for example, the part represented by the black circle and the white circle in FIG. 8) specified by the pushover analysis as the pin part (for example, in FIG. 8). The response acceleration S _a ', response displacement S _d ', and damping constant h 'at the safety limit in the partial pin model of the building as a black circle) are the analysis results of pushover analysis in the pre-disaster model (eg, layer shear) Force ΣQ _i, interlayer deformation angle δ _ri (interlayer displacement), damping constant h), pin location (eg, the layer to which the pin location belongs), and site characteristics (eg, damaged site (including pin location)) Based on the seismic performance index α ′ of the partial pin model, calculated by a simple analysis that does not use Pushover analysis in the partial pin model, and based on the calculated seismic performance index α ′ Estimate degree _Er . The estimated degree of influence _Er is displayed on the display means 16 (the display device plays this role).

  According to such an influence degree estimation computer 10, it is not necessary to perform pushover analysis in the partial pin model, so that it is possible to simply estimate the influence degree of the part. In addition, since there is no need to perform pushover analysis on a partial pin model, a calculation error (including errors) occurs when performing pushover analysis on a virtual model in an extreme state (a state that is far from reality). Can be avoided, and the estimation result becomes stable.

The degree of influence _Er estimated (calculated) in the degree-of-impact estimation computer 10 is transferred to the damage degree evaluation computer 20. The transfer means may be wired or wireless, and may be a public line or a dedicated line (including a LAN). Alternatively, a method via a CD-ROM, DVD, USB memory or the like may be used.

In the damage evaluation computer 20, the recording unit 22 (external memory plays this role) stores the degree of influence _{Er for} each damaged part (hinge part). An acceleration sensor 30 is connected to the damage evaluation computer 20, and an earthquake input waveform recorded by the acceleration sensor 30 is transferred to the damage evaluation computer 20. In the damage evaluation computer 20, the seismic performance remaining rate calculation means 24 estimates the building response at the time of the earthquake based on the input waveform of the earthquake, and the estimated building response and the degree of influence Er for each damaged part (hinge part). Based on the above, the residual ratio R of seismic performance is calculated. The calculated seismic performance remaining rate R is displayed on the display means 26 (the display device plays this role).

=== Other Embodiments ===
The above embodiments are for facilitating the understanding of the present invention, and are not intended to limit the present invention. The present invention can be changed and improved without departing from the gist thereof, and it is needless to say that the present invention includes equivalents thereof. In particular, the embodiments described below are also included in the present invention.

  In the embodiment described above, two computers, that is, the impact estimation computer 10 and the disaster assessment computer 20 are provided as the disaster assessment system 1, but the functions of both computers are provided. Only one computer may be provided.

DESCRIPTION OF SYMBOLS 1 Damage degree evaluation system 10 Influence degree estimation computer 12 Recording means 14 Calculation means 14a Pushover analysis execution means 14b Influence degree estimation means 16 Display means 20 Damage degree evaluation computer 22 Recording means 24 Seismic performance residual ratio calculation means 26 Display means 30 Acceleration sensor

m_i：i層の重量 D_i：i層の相対変位 ΣQ₁：1層せん断力
d)基本モデルと部分ピンモデルの耐力曲線に関し、安全限界時（層間変形角最大値=1/50rad.とした）において、第2種地盤の告示の応答スペクトルに対する保有耐震性能指標α、α'（建物の耐震性能の大小を数値で表したもの）を求める（図４）。保有耐震性能指標は、基準地震動Sに対する限界地震動αS（図４において、安全限界点を通る地震動）の比として定義される。限界地震動αSは、建物が安全限界状態に達する際の地震動強さであり、耐力曲線上の安全限界点を通過するスペクトルの大きさに該当する。基準地震動は、告示の応答スペクトルを、安全限界時の建物の減衰定数h（建物のエネルギー吸収力の大小を数値で表したもの）の大きさに応じた応答低減率F_hで低減したものである（(5)式）。建物の減衰定数hは、塑性率μに応じて定義される建物内各部位（各バネ）の減衰定数h_iを、歪エネルギーW_iで重みづけ平均し、(6)式で求められる。

m _i : Weight of i layer D _i : Relative displacement of i layer ΣQ ₁ : Single layer shear force
d) Regarding the strength curves of the basic model and the partial pin model, the seismic performance index α, α 'possessed with respect to the response spectrum of the type 2 ground notification at the safety limit (maximum interlayer deformation angle = 1/50 rad.) (The numerical value of the magnitude of the earthquake resistance of the building) is obtained (Fig. 4). The possessed seismic performance index is defined as the ratio of the limit ground motion αS (the ground motion passing through the safety limit point in FIG. 4) to the reference ground motion S. The limit seismic motion αS is the strength of the seismic motion when the building reaches the safe limit state, and corresponds to the size of the spectrum passing through the safe limit point on the proof stress curve. The standard ground motion is a reduction of the response spectrum of the notification with a response reduction rate F _h according to the magnitude of the building's damping constant h (a numerical value of the building's energy absorption capacity) at the safety limit. Yes (Formula (5)). The damping constant h of the building is obtained by Equation (6) by averaging the damping constant h _i of each part (each spring) in the building defined according to the plasticity ratio μ with the strain energy W _i .

また、相対変位D_iは、(25)式で算定される。

Further, the relative displacement D _i is calculated by the equation (25).

また、有効質量M_ud'は、(25)式で求めた各層の相対変位D_i、及び各層の質量m_iを用い、(3)式に従って算定される。

The effective mass M _ud 'is used (25) relative displacement D _i of each layer was calculated by the formula, and each of the mass m _i, is calculated according to equation (3).

Claims (5)

A method for estimating the degree of influence of a part for estimating the degree of influence of a part on the seismic performance of a building,
Perform pushover analysis in the pre-disaster model before external force input to the building,
Response acceleration, response displacement, and damping constant at the safety limit in the partial pin model of the building with one of the damaged parts specified by the Pushover analysis as a pin part,
Based on the analysis result of Pushover analysis in the pre-disaster model, the position of the pin part, and the characteristic of the part,
Obtained by simple analysis that does not use Pushover analysis in the partial pin model, to calculate the seismic performance index possessed by the partial pin model,
An influence degree estimation method for a part, wherein the influence degree is estimated based on the calculated possessed seismic performance index. A method for estimating the degree of influence of a part according to claim 1,
In the simple analysis, based on the layer to which the pin part belongs and the proof stress that is the characteristic of the part, the interlayer deformation angle increase rate of each layer of the building of the partial pin model relative to the pre-disaster model is calculated,
A method for estimating the degree of influence of a part, wherein the response acceleration, response displacement, and attenuation constant are obtained based on the calculated rate of increase in interlayer deformation angle. A method for estimating the degree of influence of a part according to claim 2,
In the simple analysis, in addition to the layer to which the pin part belongs and the proof stress that is a characteristic of the part, the interlayer deformation angle increase rate is calculated based on the rigidity of the beam and the column and the number of building layers. The method of estimating the influence level of the part. A damage degree evaluation method for estimating the degree of damage of a building by estimating the degree of influence of the part on the earthquake resistance of the building,
Perform pushover analysis in the pre-disaster model before external force input to the building,
Response acceleration, response displacement, and damping constant at the safety limit in the partial pin model of the building with one of the damaged parts specified by the Pushover analysis as a pin part,
Based on the analysis result of Pushover analysis in the pre-disaster model, the position of the pin part, and the characteristic of the part,
Obtained by simple analysis that does not use Pushover analysis in the partial pin model, to calculate the seismic performance index possessed by the partial pin model,
A process for estimating the influence based on the calculated seismic performance index,
Execute for each of the damaged sites in multiple locations,
A damage degree evaluation method characterized in that a seismic performance residual ratio of the building is calculated based on the influence degree for each damaged part and a building response obtained by inputting an external force to the building. An apparatus for estimating the degree of influence of a part that estimates the degree of influence of a part on the seismic performance of a building,
Recording means for recording the characteristics of the site;
Pushover analysis execution means for executing Pushover analysis in the pre-disaster model before input of external force to the building;
Response acceleration, response displacement, and damping constant at the safety limit in the partial pin model of the building with one of the damaged parts specified by the Pushover analysis as a pin part,
Based on the analysis result of Pushover analysis in the pre-disaster model, the position of the pin part, and the characteristic of the part,
Obtained by simple analysis that does not use Pushover analysis in the partial pin model, to calculate the seismic performance index possessed by the partial pin model,
An influence degree estimation means for estimating the influence degree based on the calculated possessed seismic performance index.

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