JP2004036164A - Method and device for controlling vibration of structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To previously obtain a specified rule by a complicated large-scale analysis, in which the cases of all earthquakes and strong winds are assumed, to simply obtain the optimum damping coefficient of a damper comprised in a building by using the rule previously acquired in the case of a design when the earthquake and the strong wind generate actually and to control the damper on the basis of the optimum damping coefficient. <P>SOLUTION: A reference waveform is determined by using a preset vibrational waveform, the hourly response computation of a structure is conducted on the basis of an acceleration by the vibrational waveform in the case of the design of the structure on the basis of the reference waveform, and the obtained response displacement of the structure is "output" and the damping coefficient and frequency characteristics are "input". A neutral network analysis is conducted while using these input and output as instructor data, and the "rule" composed of frequency characteristics, the response displacement of the structure and the damping coefficient of the damper comprised in the structure is set. <P>COPYRIGHT: (C)2004,JPO

Description

【００１１】
本発明では構造物の設計時に、式（１）の右辺に図３・図４に示す地震波（強風波）による地震加速度（風加速度）を与えて、構造物の時刻歴応答計算を行う。式（１）に含まれる〔Ｃ〕マトリッスは各部材の減衰係数で構成されている。振動制御装置を取り付けるとその部分の減衰係数を大きくすることができ、その効果により、構造物の応答変位・加速度を小さく抑えることができ、構造物の破壊を防止することが出来る。
【００１２】構造物の設計段階においては減衰係数の最適値は不明である。なぜなら対象とする地震（強風）がまだ発生していないためである。また、入力地震波（入力強風波）の周波数特性も不明である。そこで、構造物設計段階時では周波数特性と減衰係数の値を様々に変化させて、応答計算を数多く行う。
ここで周波数特性とは、元の２種類の地震波（強風波）をフーリエ変換することにより得られるフーリエスペクトル〔３〕を図５の様に左にずらしたものを「２」、右にずらしたものを「４」としたものである。このようにフーリエスペクトルをずらした後、逆フーリエ変換を行うと、再び地震波（強風波）が得られる。その場合「２」に相当する地震波（強風波）は周期が小さいため激しく揺れ、逆に「４」に相当する地震波（強風波）は周期が大きいため緩やかに揺れる地震波（強風波）となっている。
【００１３】応答計算の結果、得られた構造物の応答変位を「出力」、減衰係数と周波数特性を「入力」とし、これらを教師データとして、ニューラルネットワーク解析を行い、後述する周波数特性、構造物の応答変位、ダンパーの減衰係数からなる「ルール」を設定する。このルールをコンピュータ内に取り込み蓄積データ（マップ）とする。
ニューラルネットワークは広く知られている解析法である。原因と結果の間に因果関係の存在することはわかっているが、それらの間の関係式までは明らかでない場合に、原因となるデータの数値を与えて結果を予測する。このような場合に適用されるのがニューラルネットワークである。ニューラルネットワークによる解析過程は二つに分かれている。その第１は既知の原因・結果データを用いて学習し、ルールを誘導する学習過程である。第２は誘導されたルールを用いて、任意の原因データに対する結果を求める推論過程である。ニューラルネットワーク解析のためのソフトウエア（例えばＭＡＴＬＡＢ）は数多く市販されているので、既知の原因・結果データさえ用意すれば、それらのソフトウエアによりルール（図６、図７）は容易に得ることができる。
【００１４】図６・図７はそれぞれ直下型地震波、海洋型地震波に対して得られた「ルール」である。ｚ軸に最大応答変位（ｃｍ）、ｙ軸に減衰係数（ｋＮ・ｓ／ｃｍ）、ｘ軸に周波数特性をとり、表示されている。
なお、図６、図７は、地震の基準波形として図３・図４に示すものを使用して求めているが、別の地震や風の基準波形を使用し、同様の手法により図６、図７に対応する「ルール」を求めることも可能である。
【００１５】（ｂ）地震時解析（強風時解析）
地震時解析（強風時解析）とは地震（強風）が発生した直後、その振動がピークになる前の段階で、地震（強風）のＳ波開始からその時点までのデータと前述の設計時解析（ａ）で得られたマップ、即ち「ルール」を用いて、振動制御装置用の最適な減衰係数を求めるための解析である。その手順は次のとおりである。
まず発生した地震波が直下・海洋型のどちらなのかを判定し、図６・図７のどちらのルールを用いるかを決定する。二つの直下・海洋型の判定は地震の震源が日本のどの地点であるかによってなされるものである。近年、地震直後、震源の位置が極めて短時間の間にテレビやラジオで報じられることからもわかるように、地震の震源位置を地震発生直後に知ることは比較的容易であるので、それが直下・海洋型の判定も地震発生直後素早くおこなうことができる。
ただし、図６と図７を比較するとわかるように、両者の間に大きな差異はないので、誤差が実質上無視できる場合には、この「直下・海洋型」の判定は省略することも可能である。
次に、地震波（強風波）の周波数特性をその時点までのデータから判定する。これにはその時点までの地震波データ（強風波データ）をフーリエ変換し、図５上における位置を求めることによって可能である。
そして、図８に示すように、ルール（マップ）を利用し、周波数特性と設計時に予め設定しておいた許容応答変位の値を満足するグラフの平面上の点を見つけ、その点の減衰係数の値を読む。これが制御に採用する「仮の減衰係数」である（仮の意味は後述）。
例えば、発生した地震波は海洋型で周波数特性は「３」であり、最大応答変位を非制御時の１／１０に押さえるという条件で、その値が３．５ｃｍであったとする。その場合図８の様に３．０と３．５の交点にあたる平面上の点の値の減衰係数の値は５５００ｋＮ・ｓ／ｃｍであり、これが採用値（仮）である。
以上で減衰係数の採用値を仮としたが、それは次の理由による。前述の「ルール」（図６・７）は図３・図４の地震波に基づくものである。しかし、現実の地震（強風）の最大加速度α_ｔは図３・図４の最大加速度α_ｍとは異なる。したがって、次式（２）で補正することにより、減衰係数採用値を得ることができる。
減衰係数採用値＝仮の減衰係数×（α_ｔ／α_ｍ）　　　　　　　（２）
【００１６】以上の補正の他にもう一つ補正が必要である。それは、地震の初期段階においては、地震波の最大加速度は分からないからである。例えば図９において、Ａ、Ｂ点では最大加速度α_ｍａｘ（Ｃ点）は分からない。これに対する補正は次のように行う。
地震のＳ波開始から各時点（図９のＡ、Ｂ点等）までの区間における最大加速度をα_ｔ、地震の最初から最後までの全期間の最大加速度をα_ｍａｘ、そして、（α_ｍａｘ／α_ｔ）を倍率をβ（ｔ）と呼ぶ。
【００１７】図１０は、予め図３の直下型・図４の海洋型の地震データに基づいて、倍率β（ｔ）を縦軸に、時間を横軸にとってプロットしたものである。なお、倍率を決定する図１０を作成する基準地震波は他の地震データに基づいて作成することも可能である。
そして最終的に使用する減衰係数採用値は、次式（３）により求めることができる。
減衰係数採用値＝仮の減衰係数×（α_ｔ／α_ｍ）×β（ｔ）　　　　（３）
ここに、α_ｔは地震の開始からその時点までの最大加速度、α_ｍは図３・図４の最大加速度、仮の減衰係数は式（２）と同一である。また、β（ｔ）の値は図１０等を参考に設定することができる。ただしβ＝１．０に設定しても、最適な制御と比べると多少の遅れはあるが、実用的な効果は期待できる。一方、強風に対しては、時間的余裕はさらにあるのでβ＝１．０としても良い。
減衰係数採用値の算定は最大加速度を確認するまで数回行う必要がある。つまり、図９のＡ点、Ｂ点、Ｃ点で行い、その後、それ以上大きな加速度が確認されなければ、最大加速度がその時点で確定する（それ以後はβ（ｔ）＝１）
【００１８】
具体的実施例
本発明に基づくソフトウェアをインストールしたパソコン（制御手段）（不図示）を図１、図２に示したオイルダンパー１と接続し、図２に示すオイルダンパーのピストンに設けられたオリフィスの開口面積２の制御に用いる。なおオリフィスの開口面積２の制御は流量制御用の電磁バルブ（減衰係数変更手段）等を使用する。そのオイルダンパーは図１に示すように、構造物に取り付けられており、構造物の振動制御のために機能する。ダンパーが摩擦式ダンパーの場合には減衰係数の修正（減衰係数変更手段）はオリフィスの開口面積ではなく、摩擦係数または摩擦面積を変化させて行う点が相違するのみである。
【００１９】本発明により提供されるダンパーに求められる最適減衰係数値は前述した式（１）の〔Ｃ〕マトリックスに含まれているものである。
式（１）において、右辺は外力であり、左辺はそれに対する構造物の抵抗力である。左辺の第１項が加速度項、第２項が速度項、第３項が変位項である。これらのうち、右辺は人為的に大きさを操作することはできない。それに対して、左辺については第２項のパラメータ〔Ｃ〕を大きくすることにより、残りの第１項、第３項をその分、小さくすることができる。第１項（加速度項）、第３項（変位項）が小さくなれば、加速度や変位が小さくなり、構造物に発生する断面力が小さくなり、結果として構造物を破壊から護ることができる。
【００２０】以上の具体例を制御フローとして説明しておくと、地震（強風）が発生すると、先ずその地震（強風）の周波数特性を求め、さらに構造物設計時解析に求めておいたデータから許容応答変位を求める。そして求めた周波数特性と許容応答変位を利用し、先述した「ルール」から対応する減衰係数を求め、さらに減衰係数を補正してオリフィス開口面積（あるいは摩擦式ダンパーの摩擦係数）の制御を実行する。こうすることで、最適な減衰係数を持ったダンパーとすることができ、地震（強風）の被害を最小限にくい止めることができる。
【００２１】
以上、本発明に係る振動制御装置の一例について説明したが、地震（強風）の基準波形は図３・図４に限定されることはなく、他の波形を使用することも可能である。またダンパーはオイルダンパーに限定することなく減衰係数を制御できる構造のダンパーであれば種々の形態のものを使用することができる。
さらに、本発明はその精神または主要な特徴から逸脱することなく、他のいかなる形でも実施できる。そのため、前述の実施形態はあらゆる点で単なる例示にすぎず限定的に解釈してはならない。
【００２２】
【発明の効果】
以上詳細に説明したように、本発明によれば、地震（強風）が発生する度に上述した手法によってダンパーに求められる最適減衰係数値がリアルタイムで推定され、それを用いたダンパーの振動減衰効果によって、構造物の振動を低減し、構造物の破壊を未然に防ぐことができる。また既存の住宅においても、ダンパーを取り付け、そのダンパーの減衰係数値を制御することで容易に耐震性を向上させることができる。このため従来は対象とされなかった一般家庭用の住宅（戸建住宅等）にも安価に適用することができ、さらに既存の住宅にも取り付けることができるなど、優れた効果を奏することができる。
【図面の簡単な説明】
【図１】一般的な免震構造を表している模式図である。
【図２】オイルダンパーの構造図である。
【図３】直下型地震波の基準波形を示す図である。
【図４】海洋型地震波の基準波形を示す図である。
【図５】地震波（強風波）の周波数特性を示す図である。
【図６】直下型のルールを示す図である。
【図７】海洋型のルールを示す図である。
【図８】減衰係数の設定をするための説明図である。
【図９】最大加速度を決定するための説明図である。
【図１０】最大加速度／各時点までの最大加速度を示す図である。
【符号の説明】
１　　　　　　ダンパー
２　　　　　　開口面積[0001]
TECHNICAL FIELD OF THE INVENTION
The present invention relates to a vibration control method and a vibration control device for protecting a structure from vibration damage caused by an earthquake, a wind, or the like, and particularly to a complex / large-scale simulating a case of any earthquake or strong wind at the time of building design. Analysis is performed to determine a predetermined rule, and when an earthquake or strong wind actually occurs, the optimum damping coefficient of the damper included in the building is easily obtained by using the rule obtained at the time of design, and based on the rule. TECHNICAL FIELD The present invention relates to a method and a vibration control device for controlling vibration of a structure by controlling a damper.
[0002]
[Prior art]
(A) Dampers are used in seismic isolation / damping structures to protect structures from vibration damage caused by earthquakes and wind.
FIG. 1 is an example of such a case, and shows a general seismic isolation structure. Since the damper shown in the figure has a damping effect, an effect of reducing the vibration of the structure can be expected. An example of the structure of the damper is as shown in FIG. FIG. 2 schematically shows the structure of the oil damper.
In this structure, a piston is installed in a cylinder, and the other space is filled with oil. When the rod connected to the piston moves by receiving an external force, the oil moves through an opening provided in the piston. Since the oil has viscosity, the oil passes through the opening gradually, so that the resistance of the damper to an external force has a damping effect.
Although the above is an example of an oil damper, the situation is the same for other types of dampers (such as friction dampers). That is, since the damping effect of the damper reduces the vibration of the structure, the damper is designed to increase the damping effect (evaluated by the magnitude of the damping coefficient).
[0003]
[Problems to be solved by the invention]
Incidentally, the damping coefficient of the damper shown in FIG. 2 depends on not only the opening area of the orifice provided in the piston but also the relative speed of the rod. Therefore, it does not mean that as the opening area of the orifice is made smaller, a larger damping coefficient is obtained. Further, it is not sufficient to determine the opening area of the orifice so that the maximum damping coefficient is always obtained for any earthquake or wind. This is because such an action places a strain on each part of the damper and shortens the life of the damper. Therefore, it is necessary to calculate an optimal damping coefficient required for the damper for each earthquake or strong wind, and to set an opening area necessary for providing the damping coefficient.
[0004]
Therefore, the present invention provides a complex and large-scale analysis assuming all kinds of earthquakes and strong winds at the time of building design and obtains predetermined rules, and when an earthquake or strong wind actually occurs, obtains them at design time. By using the above-mentioned rule, a method and a vibration control device for easily obtaining the optimum damping coefficient of the damper included in the building and controlling the damper based on the obtained damping coefficient are provided. is there. In other words, various earthquakes and strong winds occur during the common use period of high-rise buildings, but each time, based on the rules of the building that were obtained in advance, the optimum damping coefficient value required for the damper is estimated in real time It is another object of the present invention to control a damper using the same, reduce vibration of a structure, and prevent the structure from being destroyed.
[0005]
[Means for Solving the Problems]
Therefore, the problem solving means adopted by the present invention is:
A reference waveform is determined by using a preset vibration waveform, and based on the reference waveform, at the time of designing a structure, a time history response calculation of the structure is performed based on the acceleration by the vibration waveform, and the obtained structure is obtained. The response displacement of the object is "output", the damping coefficient of the damper placed in the structure is the "input", and the frequency characteristics of the vibration waveform are "input". These are used as teacher data to perform neural network analysis, and the frequency characteristics and the structure response A vibration control method for a structure, comprising setting a "rule" including a displacement and a damping coefficient of a damper included in the structure.
The vibration waveform is a seismic wave or a strong wind wave.
Further, there is provided a vibration control method for a structure, characterized in that earthquakes are classified by earthquake type, frequency characteristics and a factor of a maximum acceleration, and a rule of response displacement of the structure is added thereto, and a rule is determined by a neural network.
Further, the damping coefficient is corrected based on the maximum acceleration α _t in a section from the start of vibration to each time point and the maximum acceleration α _max in the entire period from the beginning to the end of the earthquake. Is the way.
In addition, when an earthquake (strong wind) occurs, the frequency characteristics of the earthquake (strong wind) are obtained, the corresponding damping coefficient of the building is obtained based on the rules described above, and the damping of the damper provided in the building is further determined. A vibration control method for a building characterized by changing a coefficient.
A vibration control damper provided in the structure; a damping coefficient changing means for the damper; and a control means for controlling the damping coefficient. A damping coefficient is set based on a rule obtained by any one of the above methods, and the damping coefficient of the damper is changed by damping coefficient changing means.
[0006]
DETAILED DESCRIPTION OF THE INVENTION
Hereinafter, a method of controlling vibration of a structure according to the present invention will be described with reference to the drawings. FIG. 3 is a diagram showing a reference waveform of a direct seismic wave, FIG. 4 is a diagram showing a reference waveform of an oceanic seismic wave, FIG. 5 is a diagram showing frequency characteristics of a seismic wave (strong wind wave), and FIG. FIG. 7, FIG. 7 is a diagram showing a marine type rule, FIG. 8 is an explanatory diagram for setting a damping coefficient, FIG. 9 is an explanatory diagram for determining a maximum acceleration, and FIG. It is a figure showing the maximum acceleration.
In the present invention, two types of numerical analysis are used: a "design analysis" performed at the time of structural design and an "earthquake analysis (strong wind analysis)" performed when an earthquake occurs (strong wind). Design-time analysis maps the frequency characteristics of earthquakes (strong winds), the response displacement of structures, and the damping coefficient of dampers in advance from the reference waveforms of earthquakes (strong winds) and structure data at the stage of designing the structures. is there.
(A) Analysis at Design There are two types of seismic waves: direct type (FIG. 3) and ocean type (FIG. 4). The seismic waves shown in FIGS. 3 and 4 are seismic waves simulated using spectra and time characteristics obtained by statistically processing a large number of past seismic observation records according to the method of the Tokyo Metropolitan Disaster Prevention Council.
In the present invention, it is assumed that a standard / representative waveform is initially set as a reference waveform of the target earthquake (wind). 3 and 4 show an example. However, the maximum acceleration (maximum value in the vertical axis direction) differs for each earthquake, which is dealt with by changing the magnification in the vertical axis direction of the reference waveform (FIGS. 3 and 4). In addition, the frequency characteristics also differ for each earthquake, but these are also modified by a method described later.
FIGS. 3 and 4 are examples of reference waveforms, and other direct-type and ocean-type seismic waves created by other simulated seismic wave creation methods can also be used in the cuts of FIGS. 3 and 4. For strong winds, a strong wind reference waveform is set.
FIGS. 3 and 4 are for a standard earthquake in Tokyo. As described above, if the correction for the maximum acceleration and the frequency characteristic is made based on the reference waveform, as shown in FIG. Even if the seismic wave is applied to Japan in general, there will be no large error. This applies to the case where reference waveforms other than those shown in FIGS. 3 and 4 are employed.
The following equation (1) is an equation of motion of a structure that vibrates due to an earthquake or a wind, but a dynamic response calculation usually performed at the time of designing a structure at a practical level is also based on the equation (1).
[0010]
(Equation 1)

[0011]
In the present invention, when designing a structure, the seismic acceleration (wind acceleration) due to the seismic wave (strong wind wave) shown in FIGS. 3 and 4 is given to the right side of Expression (1), and the time history response calculation of the structure is performed. [C] Matrix included in the equation (1) is constituted by the damping coefficient of each member. When the vibration control device is mounted, the damping coefficient of that portion can be increased, and the effect can suppress the response displacement / acceleration of the structure to a small value and prevent the structure from being broken.
At the design stage of a structure, the optimum value of the damping coefficient is unknown. This is because the target earthquake (strong wind) has not yet occurred. Also, the frequency characteristics of the input seismic wave (input strong wind wave) are unknown. Therefore, in the structure design stage, a number of response calculations are performed by variously changing the values of the frequency characteristic and the damping coefficient.
Here, the frequency characteristic means that the Fourier spectrum [3] obtained by Fourier transforming the original two types of seismic waves (strong wind waves) is shifted to the left as shown in FIG. The item is "4". If the Fourier transform is performed after shifting the Fourier spectrum in this way, seismic waves (strong wind waves) are obtained again. In this case, the seismic wave (strong wind wave) corresponding to "2" has a small period and vibrates violently, while the seismic wave (strong wind wave) corresponding to "4" has a large period and is a seismic wave (strong wind wave) that gently sways. I have.
As a result of the response calculation, the response displacement of the obtained structure is set as “output”, the damping coefficient and the frequency characteristic are set as “input”, and these are used as teacher data to perform neural network analysis. A "rule" consisting of the response displacement of the object and the damping coefficient of the damper is set. These rules are taken into a computer and stored as data (map).
Neural networks are a widely known analysis method. When it is known that a causal relationship exists between the cause and the result, but the relational expression between them is not clear, the result is predicted by giving the numerical value of the causal data. A neural network is applied in such a case. The analysis process by the neural network is divided into two. The first is a learning process in which learning is performed using known cause and effect data to guide rules. The second is an inference process for obtaining a result for arbitrary cause data using the derived rules. Many softwares for neural network analysis (for example, MATLAB) are commercially available, so that rules (FIGS. 6 and 7) can be easily obtained by using known software if only known cause and effect data are prepared. it can.
FIG. 6 and FIG. 7 show "rules" obtained for a direct type seismic wave and an ocean type seismic wave, respectively. The maximum response displacement (cm) is plotted on the z-axis, the damping coefficient (kN · s / cm) is plotted on the y-axis, and the frequency characteristic is plotted on the x-axis.
6 and 7 are obtained using the reference waveforms of the earthquakes shown in FIGS. 3 and 4 as the reference waveforms of the earthquakes. “Rules” corresponding to FIG. 7 can also be obtained.
(B) Earthquake analysis (strong wind analysis)
The seismic analysis (strong wind analysis) is the data from the start of the S wave of the earthquake (strong wind) to the time immediately before the earthquake (strong wind) occurs and before the vibration peaks, and the above-mentioned design analysis. This is an analysis for obtaining an optimal damping coefficient for the vibration control device using the map obtained in (a), that is, the “rule”. The procedure is as follows.
First, it is determined whether the generated seismic wave is a direct type or an ocean type, and it is determined which rule of FIGS. 6 and 7 is to be used. The two direct / ocean type determinations are based on the location of the epicenter of the earthquake in Japan. In recent years, it is relatively easy to know the location of the epicenter immediately after the earthquake, as can be seen from the fact that the location of the epicenter is reported on a television or radio in a very short time immediately after the earthquake.・ Ocean type can be determined quickly immediately after an earthquake.
However, as can be seen by comparing FIGS. 6 and 7, since there is no significant difference between the two, if the error can be substantially ignored, the determination of “directly below sea type” can be omitted. is there.
Next, the frequency characteristic of the seismic wave (strong wind wave) is determined from the data up to that point. This can be achieved by performing a Fourier transform on the seismic wave data (strong wind wave data) up to that point and obtaining the position on FIG.
Then, as shown in FIG. 8, a rule (map) is used to find a point on the plane of the graph that satisfies the frequency characteristic and the value of the allowable response displacement set in advance at the time of design, and the damping coefficient of the point is found. Read the value of. This is the “temporary damping coefficient” used for the control (the temporary meaning will be described later).
For example, it is assumed that the generated seismic wave is of a marine type and has a frequency characteristic of "3", and its value is 3.5 cm under the condition that the maximum response displacement is suppressed to 1/10 of that when no control is performed. In this case, as shown in FIG. 8, the value of the attenuation coefficient at the point on the plane at the intersection of 3.0 and 3.5 is 5500 kN · s / cm, which is the adopted value (provisional).
In the above, the adopted value of the damping coefficient is provisional, for the following reason. The aforementioned “rules” (FIGS. 6 and 7) are based on the seismic waves shown in FIGS. However, the maximum acceleration α _t of the reality of the earthquake (high winds) is different from the maximum acceleration α _m of FIGS. 3 and 4. Therefore, the correction value can be obtained by the following equation (2) to obtain an attenuation coefficient adoption value.
Damping coefficient adopted value = Temporary damping coefficient × (α _t / α _m ) (2)
Another correction is required in addition to the above correction. This is because in the initial stage of an earthquake, the maximum acceleration of the seismic wave is not known. For example, in FIG. 9, at points A and B, the maximum acceleration α _max (point C) is not known. The correction for this is performed as follows.
The maximum acceleration in the section from the start of the S wave of the earthquake to each time point (points A and B in FIG. 9) is α _t , the maximum acceleration in the entire period from the beginning to the end of the earthquake is α _max , and (α _max / α _t ) is called the magnification β (t).
FIG. 10 is a graph in which the magnification β (t) is plotted on the vertical axis and the time is plotted on the horizontal axis based on the earthquake data of the direct type shown in FIG. 3 and the ocean type earthquake data shown in FIG. It should be noted that the reference seismic wave for creating FIG. 10 for determining the magnification may be created based on other earthquake data.
The finally used damping coefficient adoption value can be obtained by the following equation (3).
Damping coefficient adopted value = Temporary damping coefficient × (α _t / α _m ) × β (t) (3)
Here, α _t is the maximum acceleration from the start of the earthquake to that point in time, α _m is the maximum acceleration in FIGS. 3 and 4, and the temporary damping coefficient is the same as equation (2). The value of β (t) can be set with reference to FIG. However, even if β = 1.0 is set, although there is some delay compared to the optimal control, a practical effect can be expected. On the other hand, for strong winds, there is more time to spare, so β = 1.0 may be set.
Calculation of the damping coefficient adoption value needs to be performed several times until the maximum acceleration is confirmed. That is, the operation is performed at the points A, B, and C in FIG. 9, and thereafter, if no larger acceleration is confirmed, the maximum acceleration is determined at that point (β (t) = 1 thereafter).
[0018]
Concrete Embodiment A personal computer (control means) (not shown) in which software according to the present invention is installed is connected to the oil damper 1 shown in FIGS. 1 and 2, and an orifice provided on a piston of the oil damper shown in FIG. To control the opening area 2. The opening area 2 of the orifice is controlled using an electromagnetic valve (attenuation coefficient changing means) for controlling the flow rate. The oil damper is attached to a structure as shown in FIG. 1, and functions for vibration control of the structure. When the damper is a friction damper, the only difference is that the correction of the damping coefficient (damping coefficient changing means) is performed not by the opening area of the orifice but by changing the friction coefficient or the friction area.
The optimum damping coefficient value required for the damper provided by the present invention is included in the [C] matrix of the above-mentioned equation (1).
In equation (1), the right side is the external force, and the left side is the resistance of the structure to it. The first term on the left side is the acceleration term, the second term is the velocity term, and the third term is the displacement term. Of these, the right side cannot be artificially manipulated in size. On the other hand, by increasing the parameter [C] of the second term on the left side, the remaining first and third terms can be reduced accordingly. When the first term (acceleration term) and the third term (displacement term) are reduced, the acceleration and the displacement are reduced, and the sectional force generated in the structure is reduced. As a result, the structure can be protected from destruction.
If the above example is described as a control flow, when an earthquake (strong wind) occurs, first, the frequency characteristics of the earthquake (strong wind) are obtained, and further, from the data obtained in the analysis at the time of structural design. Find the allowable response displacement. Then, using the obtained frequency characteristics and the allowable response displacement, a corresponding damping coefficient is obtained from the "rule" described above, and the damping coefficient is corrected to control the orifice opening area (or the friction coefficient of the friction damper). . By doing so, a damper having an optimal damping coefficient can be obtained, and damage from an earthquake (strong wind) can be minimized.
[0021]
As described above, an example of the vibration control device according to the present invention has been described. However, the reference waveform of the earthquake (strong wind) is not limited to FIGS. 3 and 4, and other waveforms can be used. The damper is not limited to an oil damper, and various types of dampers can be used as long as the damping coefficient can be controlled.
Furthermore, the present invention may be embodied in any other form without departing from its spirit or essential characteristics. Therefore, the above-described embodiment is merely an example in all aspects and should not be interpreted in a limited manner.
[0022]
【The invention's effect】
As described above in detail, according to the present invention, each time an earthquake (strong wind) occurs, the optimal damping coefficient value required for the damper is estimated in real time by the above-described method, and the vibration damping effect of the damper using the same is estimated. Accordingly, vibration of the structure can be reduced, and destruction of the structure can be prevented. Also in existing houses, by installing a damper and controlling the damping coefficient value of the damper, the earthquake resistance can be easily improved. Therefore, the present invention can be applied to low-cost homes (detached houses, etc.) which have not been targeted in the past, and can be installed in existing homes. .
[Brief description of the drawings]
FIG. 1 is a schematic diagram showing a general seismic isolation structure.
FIG. 2 is a structural view of an oil damper.
FIG. 3 is a diagram showing a reference waveform of a direct type seismic wave.
FIG. 4 is a diagram showing a reference waveform of an oceanic seismic wave.
FIG. 5 is a diagram showing frequency characteristics of seismic waves (strong wind waves).
FIG. 6 is a diagram showing a direct type rule.
FIG. 7 is a diagram showing ocean-type rules.
FIG. 8 is an explanatory diagram for setting an attenuation coefficient.
FIG. 9 is an explanatory diagram for determining a maximum acceleration.
FIG. 10 is a diagram showing maximum acceleration / maximum acceleration up to each time point.
[Explanation of symbols]
1 Damper 2 Opening area

Claims (6)

A reference waveform is determined using a preset vibration waveform, and when designing the structure based on the reference waveform, the time history response of the structure is calculated based on the acceleration by the vibration waveform, and the obtained structure is obtained. The response displacement of the object is "output", the damping coefficient of the damper placed in the structure is the "input", and the frequency characteristics of the vibration waveform are "input". Neural network analysis is performed using these as teacher data, and the frequency characteristics and the structure response A vibration control method for a structure, comprising setting a "rule" including a displacement and a damping coefficient of a damper included in the structure. The method according to claim 1, wherein the vibration waveform is a seismic wave or a strong wind wave. 3. The method according to claim 2, wherein the earthquake is classified by an earthquake type, a frequency characteristic, and a factor of a maximum acceleration, and a rule of a response displacement of the structure is added thereto, and a rule is determined by a neural network. . The said damping coefficient is corrected based on the maximum acceleration (alpha) _t in the area from the start of vibration to each time point, and the maximum acceleration (alpha) _max of the whole period from the beginning to the end of an earthquake. The vibration control method for a structure according to any one of the above. When an earthquake (strong wind) occurs, a frequency characteristic of the earthquake (strong wind) is obtained, and a corresponding attenuation coefficient of the building is obtained based on the rule described in any one of claims 1 to 4. A vibration control method for a building, wherein a damping coefficient of a damper provided in the building is changed. 5. A structure according to claim 1, further comprising: a vibration control damper provided on the structure, a damping coefficient changing means for the damper, and a control means for controlling the damping coefficient. A vibration control apparatus for a structure, wherein a damping coefficient is set based on a rule obtained by the method described in (1) and the damping coefficient of the damper is changed by damping coefficient changing means.

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