JP4015821B2 - Earthquake damage estimation method and apparatus, and program recording medium - Google Patents

Description

【００３６】
上表１において、無被害とは、ほとんど被害はないが、例えばコンクリート構造物の場合には、非常に細いひび割れ（ヘアークラック）程度の被害が発生することがある、という状況である。また、小被害とは、例えばコンクリート構造物の場合に、亀裂が発生することがある、という状況である。また、中被害とは、例えばコンクリート構造物の場合に、大きな亀裂が発生することがある、という状況である。そして、大被害とは、例えばコンクリート構造物の場合に、大きな亀裂がかなり発生し、破壊に至ることがある、という状況である。
【００３７】
したがって、入力された実際の地震動を示す実際データ点（Ｔ₁／Ｔ_Sy1，ａ_GM1／ａ_Sy1）が、図４において、例えば、構造物被害程度関数曲線Ｃ３とＣ４の中間位置にプロットされた場合には、主制御部２のＣＰＵ（図示せず）は、応答塑性率μの値は３〜４の値と判断する（ステップＳ２４）。この際、主制御部２のＣＰＵ（図示せず）は、補間計算を行い、応答塑性率の値を決定するようにしてもよい。
【００３８】
次に、主制御部２のＣＰＵ（図示せず）は、上表１から、構造物の被害程度は、「中被害」であると判断し、「コンクリート構造物の場合には、大きな亀裂が発生することがあるが、破壊に至るまではいかない」等という被害推定を下し、この被害推定の内容を出力装置８から外部へ出力する。あるいは、表示装置７により文字等として画像表示させる（ステップＳ２５）。
【００３９】
上記した第１実施形態の地震被害推定装置１によれば、以下のような利点がある。
【００４０】
（１）地震被害を推定するために必要なデータは、観測された実際の地震動波形データからフーリエ変換によって求める卓越周期Ｔ₁と、実際地震動波形から直接求められる最大加速度ａ_GM1の２つのデータだけでよい。また、これら２個のデータから地震被害を推定する方法も、主記憶装置３にあらかじめ格納されている構造物被害程度関数曲線（構造物被害推定ノモグラム）を含む正規化座標平面の上に、上記の２つのデータを座標値とする点をプロットするだけでよく、非常に簡便である。したがって、地震被害推定を、地震発生とほぼ同時に（リアルタイムで）行うことができる。このことから、地震直後の最も重要なポイントとなる、ライフライン施設（鉄道・道路等の交通路、港湾・空港等の交通機関拠点施設など）等への地震被害の有無、程度、その位置等をほぼ瞬時に推定することができ、人命救助、施設復旧の計画等を迅速にたて、即座に実行することができる、という利点を有している。
【００４１】
（２）地震被害推定の指標として応答塑性率（δ_max／δ_y）を採用しているが、応答塑性率と構造物被害には、明確な相関があるため、主観的指標又は経験値に頼る従来の手法よりも、的確で、かつきめの細かい被害推定を行うことができる、という利点がある。
【００４２】
（３）地震発生から地震被害推定出力までの過程が簡易であることから、装置、システム等の構築費用、運用コストが低廉である、という利点も有している。
【００４３】
次に、上記した構造物被害推定ノモグラム（構造物被害程度関数曲線）を作成する方法について説明する。
【００４４】
まず、いろいろな構造物モデルについて、その構造物に振動が加わった場合に、その構造物を構成する部材のいずれかが降伏点応力に達するときの構造物の振動加速度ａ_Sy（以下、「降伏加速度」という。）と、その構造物に振動が加わった場合に、その構造物を構成する部材のいずれかが降伏点応力に達するときの振動周期Ｔ_Sy（以下、「降伏周期」という。）を求める。
【００４５】
次に、構造物モデルに、モデル地震動波形を入力した場合の構造物モデルのモデル応答波形を、ｎ₁個の構造物モデルとｎ₂個の地震動波形について、非線形時刻歴動的解析により算出する。
【００４６】
この場合、モデル地震動波形は、振動加速度の最大値ａ_GM（以下、「最大加速度」という。）を有するものとし、また、このモデル地震動波形データをフーリエ変換し、周波数領域に変換した場合に振幅が最大となるときの周期Ｔ（以下、「卓越周期」という。）を有するものとする。
【００４７】
また、非線形時刻歴動的解析とは、地震動波形が構造物に作用したときに、構造物の揺れがどのようになるか（応答波形）を解析する演算である。この場合には、慣性力と減衰力と復元力の釣り合い式（運動方程式）を時々刻々について解析することになる。運動方程式としては、下式などが用いられる。
【００４８】
【数１】

【００４９】
上式において、左辺第１項は、変位ｖ（ｔ）の２階微分と地震動加速度（ｚ（ｔ）の２階微分）の和に質量ｍを乗じたものであり、これは慣性力を示している。また、左辺第２項は、減衰係数ｃに変位ｖ（ｔ）の１階微分を乗じたものであり、これは減衰力を示している。また、左辺第３項は、バネ係数（剛性）ｋ（ｔ）に変位ｖ（ｔ）を乗じたものであり、これは復元力を示している。
【００５０】
この際、荷重（地震動）が大きくなると、構造物の一部又は全部が降伏点に達したりするので、剛性ｋ（ｔ）がフックの法則（線形な弾性則）からはずれ、非線形化する。その結果、復元力が時々刻々変化する。この荷重と変形の非線形関係を時々刻々追跡しながら運動方程式を解く手法を総称して「非線形時刻歴動的解析」と呼ぶ。
【００５１】
非線形時刻歴動的解析として用いられる最も一般的な方法は、「逐次直接積分法」である。
【００５２】
逐次直接積分法は、応答時間を微少時間間隔区間に分け、その微少時間区間の初めの性状を用いて解析を行って、その微少時間区間の終わりの速度と変位を求め、これを次の微少時間区間の初期値として与え、このような計算を逐次繰り返して行うものである。積分方法としては、例えば、「ニューマークのβ法」などが用いられることが多い。
【００５３】
次に、上記のようにして、非線形時刻歴動的解析により算出されたモデル応答波形に基づくモデルデータ点を、卓越周期Ｔを降伏周期Ｔ_Syで除算した正規化周期（Ｔ／Ｔ_Sy）を一方の直交座標軸（例えば横軸）にとるとともに、最大加速度ａ_GMを降伏加速度ａ_Syで除算した正規化加速度（ａ_GM／ａ_Sy）を他方の直交座標軸（例えば縦軸）にとった座標平面である正規化座標平面の上にｎ₃個プロットする。
【００５４】
次に、モデル地震動波形が加わった場合の構造物モデルの応答変位波形の最大振幅をδ_maxとし、静的荷重が加えられた場合の前記構造物モデルが静的に降伏するときの変位量をδ_yとしたとき、δ_max／δ_yで求められる値を応答塑性率μとしたとき、正規化座標平面の上にプロットされたｎ₃個のモデルデータ点を、応答塑性率μが０＜μ＜μ₁の範囲となる場合、応答塑性率μがμ₁≦μ＜μ₂の範囲となる場合、…、応答塑性率μがμ_i-1≦μ＜μ_iの範囲となる場合、というように、ｉ個のグループにグループ分けを行う。ｉは、正の整数であれば、どのような値であってもよい。
【００５５】
例えば、応答塑性率μが１≦μ＜２の範囲となる場合、応答塑性率μが２≦μ＜３の範囲となる場合、応答塑性率μが３≦μ＜４の範囲となる場合、応答塑性率μが４≦μの範囲となる場合、というように、４個のグループにグループ分けを行う。
【００５６】
そして、１つのグループのモデルデータ点を１つの正規化座標平面の上にプロットするようにして各グループごとのグラフを作成する。
【００５７】
図５〜図８は、モデル地震動波形として、１９９３年に発生した釧路沖地震のデータを用いたものであり、図５は応答塑性率μがμ＜１の範囲となる場合を示し、図６は応答塑性率μが１≦μ＜２の範囲となる場合を示し、図７は応答塑性率μが２≦μ＜４の範囲となる場合を示し、図８は応答塑性率μが４≦μの範囲となる場合をそれぞれ示している。
【００５８】
同様に、図９〜図１２は、モデル地震動波形として、１９９４年に発生した三陸はるか沖地震のデータを用いたものであり、図９は応答塑性率μがμ＜１の範囲となる場合を示し、図１０は応答塑性率μが１≦μ＜２の範囲となる場合を示し、図１１は応答塑性率μが２≦μ＜４の範囲となる場合を示し、図１２は応答塑性率μが４≦μの範囲となる場合をそれぞれ示している。
【００５９】
また同様に、図１３〜図１６は、モデル地震動波形として、１９９５年に発生した兵庫県南部地震のデータを用いたものであり、図１３は応答塑性率μがμ＜１の範囲となる場合を示し、図１４は応答塑性率μが１≦μ＜２の範囲となる場合を示し、図１５は応答塑性率μが２≦μ＜４の範囲となる場合を示し、図１６は応答塑性率μが４≦μの範囲となる場合をそれぞれ示している。
【００６０】
また同様に、図１７〜図２０は、モデル地震動波形として、２０００年に発生した鳥取県西部地震のデータを用いたものであり、図１７は応答塑性率μがμ＜１の範囲となる場合を示し、図１８は応答塑性率μが１≦μ＜２の範囲となる場合を示し、図１９は応答塑性率μが２≦μ＜４の範囲となる場合を示し、図２０は応答塑性率μが４≦μの範囲となる場合をそれぞれ示している。
【００６１】
これらの各グループのグラフにおいて、モデルデータ点の集合が示す領域の下限輪郭線は、モデルデータ点の集合を代表する線であると考えられる。このため、この下限輪郭線を描けば、その応答塑性率範囲における構造物モデルの被害程度を表す関数曲線とすることができる、と考えられる。この関数曲線を、以下、「構造物被害程度関数曲線」という。
【００６２】
図４に示す構造物被害推定ノモグラムは、上記のようにして異なる応答塑性率の場合の構造物被害程度関数曲線をそれぞれ求め、正規化座標平面上に、異なる応答塑性率の場合の構造物被害程度関数曲線を同時に表示することにより、作成されたものである。
【００６３】
なお、本発明は、上記した第１実施形態以外の構成によっても実現可能である。例えば、上記のようにして作成された構造物被害推定ノモグラムを用い、このノモグラム上に、上記した実際データ点を、点として画像表示することにより、まわりの構造物被害程度関数曲線との関係が簡易かつ視覚的に表され、これにより、構造物被害程度を容易に推定することができる。この場合、表示される実際データ点は、色彩的に目立つようにしたり、点滅表示させて目立つように表示してもよい。
【００６４】
また、他の構成も可能である。例えば、上記の地震被害推定装置１の地震被害推定方法に用いる実際の地震動の卓越周期Ｔ₁は、地震動波形データにフーリエ変換を施して求めるのではなく、下式
Ｔ₁＝２π×（ｖ_GM1／ａ_GM1）
により求めても、精度的に遜色のない値が得られることが確認されている。ここに、ｖ_GM1は、観測された実際の地震動波形の振動速度の最大値を示している。
【００６５】
さらに、モデル地震動波形の卓越周期Ｔについても、同様に、下式
Ｔ＝２π×（ｖ_GM／ａ_GM）
により求めても、精度的に遜色のない値が得られることが確認されている。ここに、ｖ_GMは、モデル地震動波形の振動速度の最大値を示している。
【００６６】
このようにすれば、特に、実際の地震動の卓越周期Ｔ₁を上記の簡易式で求めれば、地震が発生してからの演算時間を大幅に短縮することができ、構造物の地震被害推定をさらに迅速に行うことができる、という利点がある。
【００６７】
上記実施形態において、主記憶装置３と一時記憶部４は、特許請求の範囲における記憶手段を構成している。また、主制御部２は、特許請求の範囲における演算推定手段に相当している。
【００６８】
なお、本発明は、上記した実施形態に限定されるものではない。上記実施形態は、例示であり、本発明の特許請求の範囲に記載された技術的思想と実質的に同一な構成を有し、同様な作用効果を奏するものは、いかなるものであっても本発明の技術的範囲に包含される。
【００６９】
例えば、上記した地震被害推定装置１は、他の外部記録装置（図示せず）を備えるようにしてもよい。外部記録装置は、プログラム記録媒体の内容を読み取ることができる装置である。外部記録装置としては、ＣＤ−ＲＯＭ装置、フレキシブル・ディスク（ＦＤ）装置等を含む磁気ディスク装置、光ディスク装置、光磁気ディスク装置等が含まれる。この場合には、磁気ディスク、光ディスク、光磁気ディスク等がプログラム記録媒体に相当する。また、外部記録装置としては、ＰＣカード装置等の各種記憶用カード装置も含まれる。この場合には、各種記憶用カードがプログラム記録媒体に相当する。
【００７０】
プログラム記録媒体には、上記した地震被害推定アプリケーション・ソフトウェアが格納されている。このプログラム記録媒体を用いる場合には、ソフトウェアの内容を地震被害推定装置１の主記憶装置３、特にハードディスク装置等の記憶領域にインストールした後に、このソフトウェアを実行することができる。また、プログラム記録媒体内のソフトウェアを地震被害推定装置１の主記憶装置３（ハードディスク装置等）の記憶領域にインストールを行うことはせずに、主制御部２がプログラムを実行する際に、制御命令やデータ等を、プログラム記録媒体にその都度アクセスして読み出すようにしてもよい。
【００７１】
また、上記した実施形態とは逆に、正規化加速度ａ_GM1／ａ_Sy1を横軸とし、正規化周期Ｔ₁／Ｔ_Sy1を縦軸としてもよい。また、また、横軸と縦軸の目盛りは、両対数目盛ではなく、いずれか一方の軸を対数とし他の軸を普通の目盛とする片対数目盛、あるいは両軸とも普通の目盛としてもよい。
【００７２】
また、上記した実施形態における個数ｎ₁〜ｎ₃は、正の整数であればよく、また、互いに異なる数であってもよいし、一部又は全部が等しい数であってもよい。
【００７３】
【発明の効果】
以上説明したように、本発明によれば、地震動による構造物の応答塑性率に着目し、過去の地震動波形が構造物モデルに加えられた場合の正規化周期Ｔ₁／Ｔ_Sy1と正規化加速度ａ_GM1／ａ_Sy1をいずれかの直交座標とする点を正規化座標平面上にプロットした後に応答塑性率の値の範囲ごとにグルーピングし、各グループの点の集合領域の下限輪郭線を描いて構造物被害程度関数曲線とし、この構造物被害程度関数曲線を用いて、観測された実際の地震動波形が実際の構造物に加わった場合の被害推定を行うこととし、実際の地震動波形の卓越周期Ｔ₁を実際の構造物の降伏加速度ａ_Sy1で除算して正規化周期Ｔ₁／Ｔ_Sy1を得るとともに、実際の地震動波形の最大加速度ａ_GM1を実際の構造物の降伏加速度ａ_Sy1で除算して正規化加速度ａ_GM1／ａ_Sy1を得て、正規化周期と正規化加速度を各直交座標とした場合の実際データ点を正規化座標平面上にプロットし、応答塑性率の値ごとに得られた構造物被害程度関数曲線と実際データ点との関係に基づき、実際の地震動波形が実際の構造物に加わった場合の構造物被害程度を推定するようにした。このため、以下のような利点を有している。
【００７４】
地震被害を推定するために必要なデータは、観測された実際の地震動波形データからフーリエ変換によって求める卓越周期Ｔ₁と、実際地震動波形から直接求められる最大加速度ａ_GM1の２つのデータだけでよい。また、これら２個のデータから地震被害を推定する方法も、主記憶装置３等の記憶手段にあらかじめ格納されている構造物被害程度関数曲線（構造物被害推定ノモグラム）を含む正規化座標平面の上に、上記の２つのデータを座標値とする点をプロットするだけでよく、非常に簡便である。したがって、地震被害推定を、地震発生とほぼ同時に（リアルタイムで）行うことができる。このことから、地震直後の最も重要なポイントとなる、ライフライン施設（鉄道・道路等の交通路、港湾・空港等の交通機関拠点施設など）等への地震被害の有無、程度、その位置等をほぼ瞬時に推定することができ、人命救助、施設復旧の計画等を迅速にたて、即座に実行することができる、という利点を有している。また、上記の卓越周期Ｔを、フーリエ変換を用いずに、実際の地震動波形の振動速度の最大値ｖ_GM1を用いて、下式
Ｔ₁＝２π×（ｖ_GM1／ａ_GM1）
により求めるようにしても精度的に遜色のない値を得ることができる。したがって、この場合には、演算をさらに簡易にし、迅速に行うことができる、という利点がある。
【００７５】
地震被害推定の指標として応答塑性率（δ_max／δ_y）を採用しているが、応答塑性率と構造物被害には、明確な相関があるため、主観的指標又は経験値に頼る従来の手法よりも、的確で、かつきめの細かい被害推定を行うことができる、という利点がある。
【００７６】
地震発生から地震被害推定出力までの過程が簡易であることから、装置、システム等の構築費用、運用コストが低廉である、という利点も有している。
【図面の簡単な説明】
【図１】 本発明の第１実施形態である地震被害推定装置のハードウェアの全体構成を示すブロック図である。
【図２】 第１実施形態の地震被害推定装置の主制御部における処理手順を示すフローチャート図である。
【図３】 図２に示す処理手順における卓越周期の算出方法を説明する概念図である。
【図４】 図１に示す地震被害推定装置の主記憶装置に記憶されている構造物被害推定ノモグラムを示す図である。
【図５】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、釧路沖地震の波形をモデル地震動波形とし、応答塑性率が１未満の場合の図である。
【図６】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、釧路沖地震の波形をモデル地震動波形とし、応答塑性率が1 以上２未満の場合の図である。
【図７】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、釧路沖地震の波形をモデル地震動波形とし、応答塑性率が２以上４未満の場合の図である。
【図８】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、釧路沖地震の波形をモデル地震動波形とし、応答塑性率が４以上の場合の図である。
【図９】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、三陸はるか沖地震の波形をモデル地震動波形とし、応答塑性率が１未満の場合の図である。
【図１０】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、三陸はるか沖地震の波形をモデル地震動波形とし、応答塑性率が１以上２未満の場合の図である。
【図１１】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、三陸はるか沖地震の波形をモデル地震動波形とし、応答塑性率が２以上４未満の場合の図である。
【図１２】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、三陸はるか沖地震の波形をモデル地震動波形とし、応答塑性率が４以上の場合の図である。
【図１３】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、兵庫県南部地震の波形をモデル地震動波形とし、応答塑性率が１未満の場合の図である。
【図１４】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、兵庫県南部地震の波形をモデル地震動波形とし、応答塑性率が１以上２未満の場合の図である。
【図１５】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、兵庫県南部地震の波形をモデル地震動波形とし、応答塑性率が２以上４未満の場合の図である。
【図１６】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、兵庫県南部地震の波形をモデル地震動波形とし、応答塑性率が４以上の場合の図である。
【図１７】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、鳥取県西部地震の波形をモデル地震動波形とし、応答塑性率が１未満の場合の図である。
【図１８】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、鳥取県西部地震の波形をモデル地震動波形とし、応答塑性率が１以上２未満の場合の図である。
【図１９】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、鳥取県西部地震の波形をモデル地震動波形とし、応答塑性率が２以上４未満の場合の図である。
【図２０】 図４に示す構造物被害推定ノモグラムの構造物被害程度関数曲線を作成するためのグループ分けされたモデルデータ点の集合を示す図であり、鳥取県西部地震の波形をモデル地震動波形とし、応答塑性率が４以上の場合の図である。[0001]
BACKGROUND OF THE INVENTION
The present invention relates to an earthquake damage estimation method for estimating the extent of damage when a ground vibration waveform during an earthquake is applied to a structure, and an earthquake damage estimation apparatus that estimates and outputs the extent of damage using this method It is.
[0002]
[Prior art]
Conventionally, how much damage is applied to structures such as concrete viaducts, bridges, and tunnels such as railways and roads (hereinafter referred to as “harmfulness”) in the event of an earthquake, the displacement of the ground motion of the ground Various attempts have been made to attempt estimation using general physical indicators of vibration, such as velocity, acceleration, and the like. However, at present, these indicators alone are considered to be very difficult to clearly assess the extent of damage to structures caused by earthquakes (hereinafter referred to as “structure damage during an earthquake”). . In addition, there are seismic engineering indices such as seismic intensity (including measured seismic intensity) and SI (spectrum strength: area of velocity response spectrum in the set period range) as indices representing the magnitude of ground motion. It is thought that there is a high correlation with damage to structures during an earthquake. However, these indicators have not been generally used because their relationship with the mechanism of occurrence of earthquake damage is not clear.
[0003]
As described above, there is no reliable evaluation index to estimate the damage to structures during an earthquake, and the criteria for determining the damage of an earthquake to a structure can be based on experts from past damage cases. Made an empirical estimation and made a comprehensive judgment.
[0004]
In recent years, the seismic performance of each structure has diversified due to seismic design and seismic reinforcement technology. For this reason, in order to estimate the degree of structural damage during an earthquake, individual and detailed judgments in accordance with the seismic performance of each structure have been required.
[0005]
[Problems to be solved by the invention]
However, as described above, in the estimation method that relies on the conventional rule of thumb, according to the situation of the seismic performance of each structure, the degree of damage to the structure at the time of the earthquake is determined individually, finely and simply, I couldn't.
[0006]
The present invention has been made to solve the above problems, and the problem to be solved by the present invention is that the degree of damage to a structure during an earthquake is individually finely and simply according to the seismic performance of each structure. It is to provide an earthquake damage estimation method that can be judged.
[0007]
[Means for Solving the Problems]
In order to solve the above problems, the earthquake damage estimation method according to the present invention is:
Yield acceleration a which is the vibration acceleration of the structure when the yield point stress is reached_SyAnd the yield period T, which is the vibration period when the yield point stress is reached._SyA maximum acceleration a which is the maximum value of vibration acceleration._GMAnd a model response waveform of the structure model when a model ground motion waveform having a dominant period T, which is a period when the amplitude is maximum when converted into the frequency domain by Fourier transform, is n₁The structural models and n₂For the model seismic waveform, the nonlinear time history analysis,
The model data point based on the calculated model response waveform is represented by the dominant period T as the yield period T._SyNormalized period divided by (T / T_Sy) On one orthogonal coordinate axis and the maximum acceleration a_GMYield acceleration a_SyNormalized acceleration divided by (a_GM/ A_Sy) On a normalized coordinate plane that is a coordinate plane taken on the other orthogonal coordinate axis._ThreePlot
The maximum amplitude of the response displacement waveform of the structure model when the model ground motion waveform is added is δ_maxAnd the displacement when the structural model yields statically when a static load is applied._yWhere δ_max/ Δ_yWhen the value obtained in is the response plasticity μ,
N plotted on the normalized coordinate plane_ThreeWhen the model plastic data points have a response plasticity ratio μ of 0 <μ <μ₁The response plasticity ratio μ is μ₁≦ μ <μ₂When the above range is satisfied, the response plasticity ratio μ is μ._i-1≦ μ <μ_iIf the range is, group into i groups as shown below, and create a graph for each group by plotting the model data points of one group on one normalized coordinate plane. ,
In the graph of each group, by drawing a lower limit contour line of the region indicated by the set of model data points, a structure damage degree function curve which is a function curve representing the damage degree of the structure model in the response plastic modulus range Seeking
The maximum acceleration of the observed actual seismic motion waveform is a_GM1And the dominant cycle is T₁The yield acceleration of the actual structure that is the target of damage estimation is a_Sy1And the yield period is T_Sy1The normalization period is T₁/ T_Sy1And the normalized acceleration as a_GM1/ A_Sy1And plot the actual data points on the normalized coordinate plane when the calculated normalization period and normalized acceleration are the orthogonal coordinates,
Based on the relationship between the structure damage degree function curve obtained for each value of the response plasticity factor and the actual data point, the structure damage degree when the actual seismic motion waveform is added to the actual structure is calculated. It is characterized by estimating.
[0008]
In the above earthquake damage estimation method, preferably,
Each of the structural damage degree function curves in the case of different response plasticity rates,
A structure damage estimation nomogram is created on the normalized coordinate plane by simultaneously displaying the structure damage degree function curves for different response plastic moduli, and the actual data points for the structure damage degree function curves According to the positional relationship, the degree of structural damage when the actual seismic waveform is added to the actual structure is visually estimated.
[0009]
In the above earthquake damage estimation method, it is preferable that the dominant period T is the maximum value of the vibration velocity of the actual seismic waveform._GM1When the following formula
T₁= 2π × (v_GM1/ A_GM1)
It is calculated by.
[0010]
The earthquake damage estimation apparatus according to the present invention is
Yield acceleration a which is the vibration acceleration of the structure when the yield point stress is reached_SyAnd the yield period T, which is the vibration period when the yield point stress is reached._SyA maximum acceleration a which is the maximum value of vibration acceleration._GMAnd a model response waveform of the structure model when a model ground motion waveform having a dominant period T, which is a period when the amplitude is maximum when converted into the frequency domain by Fourier transform, is n₁The structural models and n₂The model seismic waveform is calculated by nonlinear time historical analysis, and the model data point based on the calculated model response waveform is expressed as the dominant period T and the yield period T._SyNormalized period divided by (T / T_Sy) On one orthogonal coordinate axis and the maximum acceleration a_GMYield acceleration a_SyNormalized acceleration divided by (a_GM/ A_Sy) On a normalized coordinate plane that is a coordinate plane taken on the other orthogonal coordinate axis._ThreeThe maximum amplitude of the response displacement waveform of the structure model when the model ground motion waveform is added is δ_maxAnd the displacement when the structural model yields statically when a static load is applied._yWhere δ_max/ Δ_yWhere n is plotted on the normalized coordinate plane, where the value of the response plasticity is μ_ThreeModel data points, the response plasticity ratio μ is μ₁≦ μ <μ₂When the above range is satisfied, the response plasticity ratio μ is μ._i-1≦ μ <μ_iIf the range is, group into i groups as shown below, and create a graph for each group by plotting the model data points of one group on one normalized coordinate plane. In the graph of each group, a structural damage degree function that is a function curve representing the damage degree of the structural model in the response plastic modulus range by drawing the lower limit contour of the region indicated by the set of model data points A storage means for obtaining a curve and storing data values of the respective function damage degree function curves;
The maximum acceleration of the observed actual seismic motion waveform is a_GM1And the dominant cycle is T₁The yield acceleration of the actual structure that is the target of damage estimation is a_Sy1And the yield period is T_Sy1The normalization period is T₁/ T_Sy1And the normalized acceleration as a_GM1/ A_Sy1The actual data points in the case where the calculated normalization period and normalization acceleration are used as the respective orthogonal coordinates are plotted on the normalization coordinate plane, and the structure obtained for each value of the response plasticity ratio Based on the relationship between the damage degree function curve and the actual data point, it comprises an operation estimation means for estimating and outputting the value of the degree of damage to the structure when the actual seismic motion waveform is applied to the actual structure. Features.
[0011]
In the above earthquake damage estimation apparatus, preferably, the calculation estimation unit obtains the structure damage degree function curves in the case of different response plasticity rates, and the normalized coordinate plane has different response plasticity rates. By simultaneously displaying the structure damage degree function curve, a structure damage estimation nomogram is created, interpolation is performed according to the positional relationship of the actual data points with respect to the structure damage degree function curve, and the actual earthquake motion waveform Outputs an estimated value of the degree of damage to the structure when it is added to the actual structure.
[0012]
In the above earthquake damage estimation apparatus, preferably,
The yield acceleration a of the actual structure_Sy1And the yield period T_Sy1Is stored in advance in the storage means as a database,
The observed actual seismic wave waveform or the data extracted from the observed actual seismic wave waveform is sent to the calculation estimating unit after being transmitted from the earthquake occurrence point to the installation site of the calculation estimating unit. ,
The calculation estimation means outputs in real time an estimated value of the degree of structural damage when the observed actual seismic motion waveform is applied to the actual structure.
[0013]
Further, the program recording medium according to the present invention is:
An input means for inputting data;
Data storage means for storing data;
Main control means for processing data and controlling each means;
Temporary storage means for temporarily storing data input to the input means or data processed by the main control means;
Output means for outputting data processed by the main control means;
A computer-readable program recording medium that records a program to be executed by a computer provided with the computer,
The program implements an earthquake damage estimation method for estimating the degree of damage to a structure when a seismic motion waveform is applied to the structure,
The earthquake damage estimation method is:
Yield acceleration a which is the vibration acceleration of the structure when the yield point stress is reached_SyAnd the yield period T, which is the vibration period when the yield point stress is reached._SyA maximum acceleration a which is the maximum value of vibration acceleration._GMAnd a model response waveform of the structure model when a model ground motion waveform having a dominant period T, which is a period when the amplitude is maximum when converted into the frequency domain by Fourier transform, is n₁The structural models and n₂For the seismic wave waveforms, the main control means calculates by nonlinear time historical analysis,
The model data point based on the calculated model response waveform is represented by the dominant period T as the yield period T._SyNormalized period divided by (T / T_Sy) On one orthogonal coordinate axis and the maximum acceleration a_GMYield acceleration a_SyNormalized acceleration divided by (a_GM/ A_Sy) On a normalized coordinate plane which is a coordinate plane taking the other orthogonal coordinate axis,_ThreePlot
The maximum amplitude of the response displacement waveform of the structure model when the model ground motion waveform is added is δ_maxAnd the displacement when the structural model yields statically when a static load is applied._yWhere δ_max/ Δ_yWhen the value obtained in is the response plasticity μ,
N plotted on the normalized coordinate plane_ThreeModel data points, the response plasticity ratio μ is μ₁<Μ <μ₂When the above range is satisfied, the response plasticity ratio μ is μ._i-1<Μ <μ_iThe main control means divides the data into i groups and plots one group of model data points on one normalized coordinate plane as shown in FIG. Create a graph for each group,
In the graph of each group, by drawing a lower limit contour line of the region indicated by the set of model data points, a structure damage degree function curve which is a function curve representing the damage degree of the structure model in the response plastic modulus range And the maximum acceleration of the observed actual seismic waveform is a_GM1And the dominant cycle is T₁The yield acceleration of the actual structure that is the target of damage estimation is a_Sy1And the yield period is T_Sy1The normalization period is T₁/ T_Sy1And the normalized acceleration as a_GM1/ A_Sy1The main control means plots the actual data points on the normalized coordinate plane when the calculated normalization period and normalized acceleration are the orthogonal coordinates.
Based on the relationship between the structure damage degree function curve obtained for each value of the response plasticity factor and the actual data point, the structure damage degree when the actual seismic motion waveform is added to the actual structure is calculated. The main control means estimates.
[0014]
DETAILED DESCRIPTION OF THE INVENTION
Hereinafter, embodiments of the present invention will be described with reference to the drawings.
[0015]
FIG. 1 is a block diagram showing the overall hardware configuration of the earthquake damage estimation apparatus according to the first embodiment of the present invention. As shown in FIG. 1, this earthquake damage estimation apparatus 1 includes a main control unit 2, a main storage device 3, a temporary storage unit 4, an input / output control unit 5, an input device 6, a display device 7, An output device 8 is provided. With this configuration, the earthquake damage estimation apparatus 1 forms a computer as a whole. Computers include large general-purpose computers (main frame computers), workstations, personal computers (personal computers), and the like.
[0016]
The main control unit 2 corresponds to main control means, and although not shown, has a CPU (Central Processing Unit) and the like, and controls each part of the earthquake damage estimation device 1. It is a part that performs processing such as various calculations and program execution. Although not shown, the CPU has an internal bus which is a signal line for transmitting and receiving current (signals) inside the CPU. The internal bus includes an arithmetic unit, a register, and a clock generator. A command processing unit and the like.
[0017]
The arithmetic unit in the CPU generally performs four arithmetic operations (addition, subtraction, multiplication, and division) or various logical operations (logical product, logical sum, negation, exclusive) on various data stored in the register. This is a portion for performing processing such as logical sum or data comparison or data shift. In general, the result of the processing is stored in a register.
[0018]
The register is generally a part for storing one word of data. Usually, a plurality of registers are provided in the CPU. The clock generator is a part that generates a clock signal (clock signal) for synchronizing the time of each part of the CPU. The CPU operates based on this clock signal. The instruction processing unit is a part that controls and processes fetching, decoding, and execution of instructions to be executed by the arithmetic unit and the like.
[0019]
The main storage device 3 corresponds to data storage means and has a hard disk device (HDD), a ROM (Read Only Memory), etc. (not shown). This is a part that stores a control program for controlling the main control unit 2, various data used by the main control unit 2, and the like. Although not shown, the hard disk device has a disk-shaped magnetic disk therein, and the magnetic disk is rotated by a disk drive mechanism, and the magnetic head is moved to an arbitrary position of the magnetic disk by a head drive mechanism. The data is recorded by magnetizing the magnetic film on the surface of the magnetic disk with a write current from the magnetic head, and flows to the coil of the magnetic head when the magnetic head moves over the magnetized magnetic film. It is a device that reads recorded data by detecting current. The ROM is generally composed of a semiconductor chip or the like.
[0020]
Although not shown, the main storage device 3 has a program storage area and a read data storage area. A control program is stored in the program storage area.
[0021]
The control program described above includes basic software for the main control unit 2 such as an OS (Operating System), instructions for causing the main control unit 2 to perform analysis operations and image processing for earthquake damage estimation software described later, and the like. Is a set of characters and symbols described in a predetermined programming language, and these characters and symbols are actually a combination of “1” and “0”.
[0022]
In the read data storage area, preset data, for example, a yield acceleration a of a structure model to be described later is stored._SyAnd yield cycle T_SyIn addition, model earthquake motion waveform data, pre-calculated structure damage degree function curve data, and the like are stored. These data are a set of letters, numbers or symbols written for use in a given programming language. These letters, numbers or symbols are actually a combination of “1” and “0”. It has become.
[0023]
The temporary storage unit 4 corresponds to temporary storage means, and although not shown, has a RAM (Random Access Memory), etc., and is halfway calculated by the CPU. And the like are temporarily stored. The RAM is generally composed of a semiconductor chip or the like.
[0024]
The input / output control unit 5 is also referred to as an interface (I / O), and includes a signal line or a bus that is a set thereof, various connectors, various ports, a read / write control mechanism of a hard disk device, and the like. It is a part for sending and receiving signals and signals from each device.
[0025]
The input device 6 corresponds to an input means and has a keyboard, a mouse, a pointing device including a trackball or a stick pointer, a touch panel device, a data input terminal, etc., which are not shown, This is a part for inputting a command signal to the control unit 2 and data to be processed by the main control unit 2 from the outside.
[0026]
Although not shown, the display device 7 includes a CRT (Cathode Ray Tube) monitor, a liquid crystal display panel, a plasma display device, and the like. Is displayed on the screen as an image or a character.
[0027]
The output device 8 corresponds to output means, and although not shown, has a printer, an external output terminal, a communication device such as a modem, a LAN (Local Area Network) port, etc. This is a part for printing the calculation result of 2 and the processed data on paper or the like, or outputting or transmitting to the outside as an electrical signal. If an external recording device such as a flexible disk (FD) device or a magneto-optical disk device is connected to the external output terminal, the estimated damage data of a structure, which will be described later, is recorded on a recording medium such as a disk and the like. It can be taken out.
[0028]
Next, the operation of the above-described earthquake damage estimation apparatus 1 will be described with reference to FIG. FIG. 2 is a flowchart illustrating a processing procedure in the main control unit of the earthquake damage estimation apparatus according to the first embodiment.
[0029]
First, in the read data storage area (not shown) of the main storage device 3 of the earthquake damage estimation apparatus 1, various specifications, dimension values, design values, etc. of the actual structure are stored as a database (step S11). ). Of these data, the earthquake damage estimation of a structure is used to estimate the vibration acceleration a when any of the members constituting the structure reaches the yield point stress when vibration is applied to the structure._Sy(Hereinafter referred to as “yield acceleration”), and when vibration is applied to the structure, the vibration period T when any of the members constituting the structure reaches the yield point stress._Sy(Hereinafter referred to as “yield period”).
[0030]
Next, when an earthquake occurs (step S21), the observed actual seismic motion waveform data is sent from the earthquake occurrence location to the location where the earthquake damage estimation apparatus 1 is installed via a wired or wireless communication line, and an input terminal The data is input to the main control unit 2 through the input device 6 (not shown) and the input / output control unit 5.
[0031]
The CPU (not shown) of the main control unit 2 determines the maximum vibration acceleration value a from this actual seismic motion waveform data._GM1(Hereinafter referred to as “maximum acceleration”). Further, the CPU (not shown) of the main control unit 2 performs a Fourier transform on the actual seismic waveform data as shown in FIG. 3, and a period T when the amplitude becomes maximum when converted into the frequency domain.₁(Hereinafter referred to as “excellent period”) is calculated (step S22).
[0032]
Next, the CPU (not shown) of the main control unit 2 calculates T from the above values.₁/ T_Sy1(Hereinafter referred to as “normalization period”). In addition, the CPU (not shown) of the main control unit 2 uses a_GM1/ A_Sy1(Hereinafter referred to as “normalized acceleration”). Next, the CPU (not shown) of the main control unit 2 has an orthogonal coordinate plane with the normalized cycle calculated as described above as the horizontal axis (logarithmic scale) and the normalized acceleration as the vertical axis (logarithmic scale). A point indicating the inputted actual earthquake motion is plotted on (hereinafter referred to as “normalized coordinate plane”) (step S23). In this case, the coordinates of the point indicating the actual ground motion input are (T₁/ T_Sy1, A_GM1/ A_Sy1)
[0033]
The main memory 3 (for example, a read data storage area not shown) of the earthquake damage estimation apparatus 1 stores nomogram data as shown in FIG. 4 (hereinafter referred to as “structure damage estimation nomogram”). . This nomogram data is composed of a plurality of function curves C1 to C4 (hereinafter referred to as “structure damage degree function curves”) drawn on a log-normalized coordinate plane. Among these, the curve C1 shows the case where the response plasticity ratio μ is 1, the curve C2 shows the case where the response plasticity ratio μ is 2, the curve C3 shows the case where the response plasticity ratio μ is 3, C4 indicates a case where the response plasticity ratio μ is 4.
[0034]
Here, the response plasticity ratio μ is the maximum amplitude of the response displacement waveform generated in the structure model when a known ground motion waveform is added to the structure model._maxAnd the displacement amount when yielding statically when a static load is applied to this structure model._yWhere δ_max/ Δ_yThis is the value obtained by. This response plasticity μ is a value expressing the degree of the influence (damage) of the earthquake on the structure as a ratio to the yield state of the structure. In general, if the response plasticity μ increases, the influence (damage) of the earthquake on the structure increases. The relationship between the response plasticity ratio μ and the damage rank (degree) is as shown in Table 1 below.
[0035]
[Table 1]

[0036]
In Table 1 above, “no damage” means that there is almost no damage, but in the case of a concrete structure, for example, damage such as a very thin crack (hair crack) may occur. In addition, the small damage is a situation in which a crack may occur, for example, in the case of a concrete structure. Moreover, the medium damage is a situation in which a large crack may occur in the case of a concrete structure, for example. The major damage is a situation in which, for example, in the case of a concrete structure, a large crack is considerably generated and may be destroyed.
[0037]
Therefore, the actual data points (T₁/ T_Sy1, A_GM1/ A_Sy14 is plotted at an intermediate position between the structural damage degree function curves C3 and C4 in FIG. 4, for example, the CPU (not shown) of the main control unit 2 indicates that the value of the response plasticity ratio μ is 3 It is determined as a value of ˜4 (step S24). At this time, a CPU (not shown) of the main control unit 2 may perform interpolation calculation to determine the value of the response plasticity rate.
[0038]
Next, the CPU (not shown) of the main control unit 2 determines from the above table 1 that the damage level of the structure is “medium damage”. The damage estimation such as “it may occur but will not be destroyed” is performed, and the contents of the damage estimation are output from the output device 8 to the outside. Alternatively, an image is displayed as characters or the like by the display device 7 (step S25).
[0039]
According to the earthquake damage estimation apparatus 1 of the first embodiment described above, there are the following advantages.
[0040]
(1) The data necessary for estimating earthquake damage is the dominant period T obtained by Fourier transform from the observed actual seismic waveform data.₁And the maximum acceleration a directly obtained from the actual seismic motion waveform_GM1Only two pieces of data are required. In addition, the method for estimating earthquake damage from these two data is also performed on the normalized coordinate plane including the structure damage degree function curve (structure damage estimation nomogram) stored in the main storage device 3 in advance. It is only necessary to plot the points having the two data as coordinate values, which is very simple. Therefore, the earthquake damage estimation can be performed almost simultaneously with the occurrence of the earthquake (in real time). From this, the most important point immediately after the earthquake, the presence, extent, and location of earthquake damage to lifeline facilities (traffic roads such as railways and roads, transportation facilities such as ports and airports), etc. Can be estimated almost instantaneously, and has the advantage that lifesaving, facility restoration plans, etc. can be quickly established and executed immediately.
[0041]
(2) Response plasticity ratio (δ) as an index for earthquake damage estimation_max/ Δ_yHowever, since there is a clear correlation between the response plasticity rate and structural damage, the damage estimation is more precise and detailed than conventional methods that rely on subjective indicators or experience values. There is an advantage that you can.
[0042]
(3) Since the process from the occurrence of the earthquake to the earthquake damage estimation output is simple, there is an advantage that the construction cost and operation cost of the apparatus and system are low.
[0043]
Next, a method for creating the above-described structure damage estimation nomogram (structure damage degree function curve) will be described.
[0044]
First, with respect to various structural models, when vibration is applied to the structure, the vibration acceleration a of the structure when any of the members constituting the structure reaches the yield point stress a_Sy(Hereinafter referred to as “yield acceleration”), and when vibration is applied to the structure, the vibration period T when any of the members constituting the structure reaches the yield point stress._Sy(Hereinafter referred to as “yield period”).
[0045]
Next, the model response waveform of the structure model when the model ground motion waveform is input to the structure model is expressed as n₁N structural models and n₂Each seismic motion waveform is calculated by nonlinear time history analysis.
[0046]
In this case, the model ground motion waveform is the maximum vibration acceleration value a._GM(Hereinafter referred to as “maximum acceleration”), and when this model seismic waveform data is Fourier transformed and converted into the frequency domain, the period T (hereinafter “excellent period”) when the amplitude is maximum. And so on).
[0047]
The nonlinear time history analysis is an operation for analyzing how a structure shakes (response waveform) when an earthquake motion waveform acts on the structure. In this case, a balance equation (equation of motion) of inertial force, damping force, and restoring force is analyzed from moment to moment. The following equation is used as the equation of motion.
[0048]
[Expression 1]

[0049]
In the above equation, the first term on the left side is the sum of the second derivative of displacement v (t) and the acceleration of ground motion (second derivative of z (t)) multiplied by mass m, which indicates inertial force. ing. The second term on the left side is obtained by multiplying the damping coefficient c by the first-order derivative of the displacement v (t), which indicates the damping force. The third term on the left side is obtained by multiplying the spring coefficient (rigidity) k (t) by the displacement v (t), and this indicates the restoring force.
[0050]
At this time, if the load (earthquake) becomes large, part or all of the structure reaches the yield point, and the stiffness k (t) deviates from Hook's law (linear elasticity law) and becomes non-linear. As a result, the restoring force changes from moment to moment. The technique of solving the equation of motion while tracking the nonlinear relationship between load and deformation is called “nonlinear time history analysis”.
[0051]
The most common method used for nonlinear time history analysis is the “sequential direct integration method”.
[0052]
In the sequential direct integration method, the response time is divided into minute time interval intervals, and the analysis is performed using the initial properties of the minute time interval to obtain the velocity and displacement at the end of the minute time interval. This is given as the initial value of the time interval, and such calculation is repeated sequentially. As an integration method, for example, “Newmark β method” is often used.
[0053]
Next, as described above, model data points based on the model response waveform calculated by the non-linear time-history analysis are used to express the dominant period T as the yield period T_SyNormalized period divided by (T / T_Sy) On one orthogonal coordinate axis (for example, the horizontal axis) and the maximum acceleration a_GMYield acceleration a_SyNormalized acceleration divided by (a_GM/ A_Sy) On a normalized coordinate plane which is a coordinate plane with the other orthogonal coordinate axis (for example, the vertical axis) taken_ThreePlot.
[0054]
Next, the maximum amplitude of the response displacement waveform of the structure model when the model ground motion waveform is added is_maxAnd the displacement when the structural model yields statically when a static load is applied._yWhere δ_max/ Δ_yWhere n is plotted on the normalized coordinate plane, where the value of response plasticity is μ_ThreeThe model plastic data points have a response plasticity ratio μ of 0 <μ <μ.₁The response plasticity ratio μ is μ₁≦ μ <μ₂, The response plasticity ratio μ is μ_i-1≦ μ <μ_iIf it falls within the range, grouping into i groups is performed. i may be any value as long as it is a positive integer.
[0055]
For example, when the response plasticity ratio μ is in the range of 1 ≦ μ <2, when the response plasticity ratio μ is in the range of 2 ≦ μ <3, when the response plasticity ratio μ is in the range of 3 ≦ μ <4, When the response plasticity ratio μ is in a range of 4 ≦ μ, grouping into four groups is performed.
[0056]
Then, a graph for each group is created by plotting one group of model data points on one normalized coordinate plane.
[0057]
  5 to 8 use the data of the 1993 Kushiro-oki earthquake as model seismic motion waveforms, and FIG. 5 shows the response plasticity ratio μ.μ <16 shows a case where the response plasticity ratio μ is1 ≦ μ <27 shows a case where the response plasticity ratio μ is2 ≦ μ <4FIG. 8 shows a case where the response plasticity ratio μ is in a range of 4 ≦ μ.
[0058]
  Similarly, FIG. 9 to FIG. 12 use data of the Sanriku Haruka-oki earthquake that occurred in 1994 as model seismic motion waveforms, and FIG.μ <110 shows a case where the response plasticity ratio μ is1 ≦ μ <2FIG. 11 shows the response plasticity ratio μ.2 ≦ μ <412 shows a case where the response plasticity ratio μ is in a range of 4 ≦ μ.
[0059]
  Similarly, FIGS. 13 to 16 use the data of the 1995 Hyogoken-Nanbu earthquake as model seismic motion waveforms, and FIG. 13 shows the response plasticity ratio μ.μ <1FIG. 14 shows the response plasticity ratio μ.1 ≦ μ <215 shows the case where the response plasticity ratio μ is2 ≦ μ <416 shows a case where the response plasticity ratio μ is in the range of 4 ≦ μ.
[0060]
  Similarly, FIGS. 17 to 20 use data of the 2000 Tottori-ken Seibu earthquake that occurred as model seismic motion waveforms, and FIG. 17 shows the response plasticity ratio μ.μ <118 shows a case where the response plasticity ratio μ is1 ≦ μ <219 shows a case where the response plasticity ratio μ is2 ≦ μ <4FIG. 20 shows a case where the response plasticity ratio μ is in a range of 4 ≦ μ.
[0061]
In the graphs of these groups, the lower limit contour line of the region indicated by the set of model data points is considered to be a line representing the set of model data points. For this reason, if this lower limit outline is drawn, it is thought that it can be set as the function curve showing the damage degree of the structure model in the response plasticity rate range. Hereinafter, this function curve is referred to as a “structure damage degree function curve”.
[0062]
The structure damage estimation nomogram shown in FIG. 4 obtains the structure damage degree function curves for different response plasticity rates as described above, and displays the structure damage for different response plasticity rates on the normalized coordinate plane. It was created by displaying the degree function curve simultaneously.
[0063]
Note that the present invention can also be realized by configurations other than the first embodiment described above. For example, by using the structure damage estimation nomogram created as described above and displaying the above actual data points as points on this nomogram, the relationship with the surrounding structure damage degree function curve can be obtained. It is expressed simply and visually, and the degree of structural damage can be easily estimated. In this case, the actual data points to be displayed may be displayed so as to be conspicuous in terms of color, or displayed in a blinking manner.
[0064]
Other configurations are possible. For example, the dominant period T of the actual ground motion used in the earthquake damage estimation method of the earthquake damage estimation apparatus 1 described above₁Is not obtained by applying a Fourier transform to the seismic motion waveform data.
T₁= 2π × (v_GM1/ A_GM1)
It has been confirmed that even if obtained by the above, a value that is not inferior in accuracy can be obtained. Where v_GM1Indicates the maximum value of the observed vibration velocity of the actual ground motion waveform.
[0065]
Furthermore, for the dominant period T of the model ground motion waveform,
T = 2π × (v_GM/ A_GM)
It has been confirmed that even if obtained by the above, a value that is not inferior in accuracy can be obtained. Where v_GMIndicates the maximum vibration velocity of the model ground motion waveform.
[0066]
In this way, in particular, the dominant period T of the actual ground motion₁Is obtained by the above simple formula, there is an advantage that the calculation time after the occurrence of the earthquake can be greatly shortened and the earthquake damage estimation of the structure can be performed more quickly.
[0067]
In the above embodiment, the main storage device 3 and the temporary storage unit 4 constitute storage means in the claims. The main control unit 2 corresponds to the calculation estimation means in the claims.
[0068]
The present invention is not limited to the embodiment described above. The above-described embodiment is an exemplification, and the present invention has substantially the same configuration as the technical idea described in the claims of the present invention, and any device that exhibits the same function and effect is the present invention. It is included in the technical scope of the invention.
[0069]
For example, the above-described earthquake damage estimation apparatus 1 may include another external recording device (not shown). The external recording device is a device that can read the contents of the program recording medium. The external recording device includes a magnetic disk device including a CD-ROM device, a flexible disk (FD) device and the like, an optical disk device, a magneto-optical disk device, and the like. In this case, a magnetic disk, an optical disk, a magneto-optical disk, etc. correspond to the program recording medium. Also, the external recording device includes various storage card devices such as a PC card device. In this case, various storage cards correspond to the program recording medium.
[0070]
The program recording medium stores the earthquake damage estimation application software described above. When this program recording medium is used, the software can be executed after the software content is installed in the main storage device 3 of the earthquake damage estimation apparatus 1, particularly in a storage area such as a hard disk device. In addition, the software in the program recording medium is not installed in the storage area of the main storage device 3 (hard disk device or the like) of the earthquake damage estimation apparatus 1, and control is performed when the main control unit 2 executes the program. Instructions, data, and the like may be read by accessing the program recording medium each time.
[0071]
In contrast to the above-described embodiment, the normalized acceleration a_GM1/ A_Sy1Is the horizontal axis and the normalization period T₁/ T_Sy1May be the vertical axis. Moreover, the scale of the horizontal axis and the vertical axis is not a double logarithmic scale, but a semilogarithmic scale in which one of the axes is a logarithm and the other axis is a normal scale, or both axes may be a normal scale. .
[0072]
In addition, the number n in the above-described embodiment₁~ N_ThreeMay be any positive integer, may be different from each other, or may be partly or entirely equal.
[0073]
【The invention's effect】
As described above, according to the present invention, focusing on the response plasticity rate of the structure due to the earthquake motion, the normalized period T when the past earthquake motion waveform is added to the structure model.₁/ T_Sy1And normalized acceleration a_GM1/ A_Sy1After plotting the points with any orthogonal coordinates on the normalized coordinate plane, group them for each range of values of the response plasticity rate, draw the lower limit contour of the set area of the points of each group, and the structure damage degree function This structure damage degree function curve is used to estimate damage when the observed actual seismic motion waveform is added to the actual structure. The dominant period T of the actual seismic motion waveform₁Yield acceleration a of the actual structure_Sy1Divide by and normalize period T₁/ T_Sy1And the maximum acceleration a of the actual seismic motion waveform_GM1Yield acceleration a of the actual structure_Sy1Normalized acceleration a divided by_GM1/ A_Sy1And plot the actual data points on the normalized coordinate plane when the normalization period and normalized acceleration are each orthogonal coordinate, and the actual structure damage degree function curve obtained for each response plasticity value and the actual Based on the relationship with data points, the extent of damage to structures when an actual seismic motion waveform is added to an actual structure is estimated. For this reason, it has the following advantages.
[0074]
The data required to estimate the earthquake damage is the dominant period T obtained from the observed actual seismic waveform data by Fourier transform.₁And the maximum acceleration a directly obtained from the actual seismic motion waveform_GM1Only two pieces of data are required. In addition, the method for estimating earthquake damage from these two pieces of data also uses a normalized coordinate plane including a structure damage degree function curve (structure damage estimation nomogram) stored in advance in storage means such as the main storage device 3. Above, it is only necessary to plot the points having the above two data as coordinate values, which is very simple. Therefore, the earthquake damage estimation can be performed almost simultaneously with the occurrence of the earthquake (in real time). From this, the most important point immediately after the earthquake, the presence, extent, and location of earthquake damage to lifeline facilities (traffic roads such as railways and roads, transportation facilities such as ports and airports), etc. Can be estimated almost instantaneously, and has the advantage that lifesaving, facility restoration plans, etc. can be quickly established and executed immediately. In addition, the above-described dominant period T can be calculated by using the maximum value v of the vibration velocity of the actual seismic waveform without using the Fourier transform._GM1Using the following formula
T₁= 2π × (v_GM1/ A_GM1)
Even if it calculates | requires by this, the value which is inferior in accuracy can be obtained. Therefore, in this case, there is an advantage that the calculation can be further simplified and performed quickly.
[0075]
Response plasticity ratio (δ) as an index of earthquake damage estimation_max/ Δ_yHowever, since there is a clear correlation between the response plasticity rate and structural damage, the damage estimation is more precise and detailed than conventional methods that rely on subjective indicators or experience values. There is an advantage that you can.
[0076]
Since the process from the occurrence of an earthquake to the earthquake damage estimation output is simple, it has an advantage that the construction cost and operation cost of the apparatus and system are low.
[Brief description of the drawings]
FIG. 1 is a block diagram showing an overall hardware configuration of an earthquake damage estimation apparatus according to a first embodiment of the present invention.
FIG. 2 is a flowchart showing a processing procedure in a main control unit of the earthquake damage estimation apparatus according to the first embodiment.
FIG. 3 is a conceptual diagram illustrating a method for calculating a dominant period in the processing procedure shown in FIG.
4 is a diagram showing a structure damage estimation nomogram stored in a main storage device of the earthquake damage estimation apparatus shown in FIG. 1; FIG.
FIG. 5 is a diagram showing a group of model data points grouped to create a structure damage degree function curve of the structure damage estimation nomogram shown in FIG. 4; Response plasticity factor is 1Less thanFIG.
6 is a diagram showing a group of model data points grouped to create a structural damage degree function curve of the structural damage estimation nomogram shown in FIG. The response plasticity is1 More than 2FIG.
7 is a diagram showing a set of grouped model data points for creating a structural damage degree function curve of the structural damage estimation nomogram shown in FIG. The response plasticity is2 to less than 4FIG.
FIG. 8 is a diagram showing a set of grouped model data points for creating a structure damage degree function curve of the structure damage estimation nomogram shown in FIG. The response plasticity factor is 4more thanFIG.
FIG. 9 is a diagram showing a set of grouped model data points for creating a structure damage degree function curve of the structure damage estimation nomogram shown in FIG. 4; And the response plasticity factor is 1.Less thanFIG.
FIG. 10 is a diagram showing a group of model data points grouped to create a structure damage degree function curve of the structure damage estimation nomogram shown in FIG. 4; And the response plasticity ratio is1 to less than 2FIG.
FIG. 11 is a diagram showing a set of grouped model data points for creating a structural damage degree function curve of the structural damage estimation nomogram shown in FIG. 4; And the response plasticity ratio is2 to less than 4FIG.
12 is a diagram showing a set of grouped model data points for creating a structure damage degree function curve of the structure damage estimation nomogram shown in FIG. 4; And the response plasticity ratio is 4more thanFIG.
FIG. 13 is a diagram showing a set of grouped model data points for creating a structure damage degree function curve of the structure damage estimation nomogram shown in FIG. 4; And the response plasticity factor is 1.Less thanFIG.
FIG. 14 is a diagram showing a group of model data points grouped to create a structure damage degree function curve of the structure damage estimation nomogram shown in FIG. 4; And the response plasticity ratio is1 to less than 2FIG.
FIG. 15 is a diagram showing a set of grouped model data points for creating a structural damage degree function curve of the structural damage estimation nomogram shown in FIG. 4; And the response plasticity ratio is2 to less than 4FIG.
FIG. 16 is a diagram showing a group of model data points grouped to create a structure damage degree function curve of the structure damage estimation nomogram shown in FIG. 4; And the response plasticity ratio is 4more thanFIG.
FIG. 17 is a diagram showing a set of grouped model data points for creating a structure damage degree function curve of the structure damage estimation nomogram shown in FIG. 4; And the response plasticity factor is 1.Less thanFIG.
FIG. 18 is a diagram showing a set of grouped model data points for creating a structure damage degree function curve of the structure damage estimation nomogram shown in FIG. 4; And the response plasticity ratio is1 to less than 2FIG.
FIG. 19 is a diagram showing a group of model data points grouped to create a structure damage degree function curve of the structure damage estimation nomogram shown in FIG. 4; And the response plasticity ratio is2 to less than 4FIG.
20 is a diagram showing a set of grouped model data points for creating a structural damage degree function curve of the structural damage estimation nomogram shown in FIG. And the response plasticity ratio is 4more thanFIG.

Claims (7)

The structure model having the yield acceleration a _Sy which is the vibration acceleration of the structure when reaching the yield point stress and the yield period T _Sy which is the vibration period when reaching the yield point stress is the maximum value of the vibration acceleration. A model response waveform of the structure model when a model ground motion waveform having a dominant period T, which is a period when the amplitude becomes maximum when converted to the frequency domain by Fourier transform, is input to the maximum acceleration a _GM. for _one of the structure model and the n ₂ of the model seismic motion waveform, it is calculated by nonlinear time history dynamic analysis,
The model data point based on the calculated model response waveform has a normalized cycle (T / T _Sy ) obtained by dividing the dominant cycle T by the yield cycle T _Sy on one orthogonal coordinate axis, and the maximum acceleration a _GM was n ₃ pieces plotted on the yield acceleration a _Sy in dividing the normalized acceleration (a _GM / a _Sy) normalized coordinate plane is a coordinate plane taken on the other of the orthogonal coordinate axes,
The maximum amplitude of the response displacement waveform of the structure model when the model ground motion waveform is added is δ _max, and the displacement amount when the structure model is statically yielded when a static load is applied is δ _{When y} is the value obtained by δ _max / δ _y and the response plasticity ratio μ,
The n ₃ pieces of model data points plotted on the normalized coordinate plane, if the response ductility factor mu is 0 <μ <μ ₁ of the range, the response ductility factor mu is μ ₁ ≦ μ <μ _When the range is ₂ , when the response plasticity ratio μ is in the range of μ _i-1 ≦ μ <μ _i , grouping into i groups as shown in FIG. Are plotted on one of the normalized coordinate planes to create a graph for each group,
In the graph of each group, by drawing a lower limit contour line of the region indicated by the set of model data points, a structure damage degree function curve which is a function curve representing the damage degree of the structure model in the response plastic modulus range Seeking
The maximum acceleration of the observed actual ground motion waveform is a _GM1 and the dominant period is T ₁ , the yield acceleration of the actual structure to be damaged is a _Sy1 and the yield period is In the case of T _Sy1 , the normalization period is calculated by T ₁ / T _Sy1 , the normalization acceleration is calculated by a _GM1 / a _Sy1 , and the calculated normalization period and normalization acceleration are used as orthogonal coordinates Plot the actual data points on the normalized coordinate plane,
Based on the relationship between the structure damage degree function curve obtained for each value of the response plasticity factor and the actual data point, the structure damage degree when the actual seismic motion waveform is added to the actual structure is calculated. An earthquake damage estimation method characterized by estimating. In the earthquake damage estimation method according to claim 1,
Each of the structural damage degree function curves in the case of different response plasticity rates,
A structure damage estimation nomogram is created on the normalized coordinate plane by simultaneously displaying the structure damage degree function curves for different response plastic moduli, and the actual data points for the structure damage degree function curves An earthquake damage estimation method characterized by visually estimating the degree of structural damage when the actual seismic motion waveform is applied to the actual structure according to the positional relationship. In the earthquake damage estimation method according to claim 1,
The prevailing period T is expressed by the following formula T ₁ = 2π × (v _GM1 / a _GM1 ), where v _GM1 is the maximum vibration velocity of the actual seismic motion waveform.
Earthquake damage estimation method characterized by being obtained by The structure model having the yield acceleration a _Sy which is the vibration acceleration of the structure when reaching the yield point stress and the yield period T _Sy which is the vibration period when reaching the yield point stress is the maximum value of the vibration acceleration. A model response waveform of the structure model when a model ground motion waveform having a dominant period T, which is a period when the amplitude becomes maximum when converted to the frequency domain by Fourier transform, is input to the maximum acceleration a _{GM. About one} said structure model and n ₂ said model ground motion waveforms, it calculates by nonlinear time history analysis, model data point based on said calculated model response waveform, said superior period T is said yield period with take normalization period divided by T _Sy of (T / T _Sy) on one of orthogonal coordinate axes, the maximum acceleration a _GM the yield acceleration a _Sy in dividing the normalized acceleration (a _GM / The _sy) and n ₃ pieces plotted on the other an orthogonal coordinate plane taken on coordinate axes normalized coordinate plane, the maximum amplitude of displacement response waveform of the structure model when the model seismic motion waveform is applied [delta] _max and then, the static when the displacement amount when the structure model when a load is applied to yield statically set to [delta] _y, when the [delta] _max / [delta] response ductility factor the value obtained by _y mu, When n ₃ model data points plotted on the normalized coordinate plane have the response plasticity ratio μ in the range of μ ₁ ≦ μ <μ ₂ , the response plasticity ratio μ is μ _{i− When} the range is ₁ ≦ μ <μ _i , each group is divided into i groups as shown below, and the model data points of one group are plotted on one normalized coordinate plane. For each group, and in each group graph, By drawing the lower limit contour of the area indicated by the set of Dell data points, a structure damage degree function curve that is a function curve representing the degree of damage of the structure model in the response plasticity rate range is obtained, and each structure damage Storage means for storing data values of degree function curves;
The maximum acceleration of the observed actual ground motion waveform is a _GM1 and the dominant period is T ₁ , the yield acceleration of the actual structure to be damaged is a _Sy1 and the yield period is In the case of T _Sy1 , the normalization period is calculated by T ₁ / T _Sy1 , the normalization acceleration is calculated by a _GM1 / a _Sy1 , and the calculated normalization period and normalization acceleration are used as orthogonal coordinates Are plotted on the normalized coordinate plane, and based on the relationship between the structural damage degree function curve obtained for each response plasticity value and the actual data points, the actual seismic motion waveform is An earthquake damage estimation apparatus comprising: an operation estimation unit that estimates and outputs a value of a degree of damage to a structure when it is added to the actual structure. In the earthquake damage estimation apparatus according to claim 4,
The calculation estimating means obtains the structure damage degree function curves for different response plasticity rates, and simultaneously displays the structure damage degree function curves for different response plasticity rates on the normalized coordinate plane. Thus, a structure damage estimation nomogram is created, interpolation is performed according to the positional relationship of the actual data points with respect to the structure damage degree function curve, and the actual earthquake motion waveform is added to the actual structure An earthquake damage estimation device that outputs an estimated value of the degree of structural damage. In the earthquake damage estimation apparatus according to claim 4,
The yield acceleration a _Sy1 and the yield period T _Sy1 of the actual structure are stored in advance in the storage means as a database,
The observed actual seismic wave waveform or the data extracted from the observed actual seismic wave waveform is sent to the calculation estimating unit after being transmitted from the earthquake occurrence point to the installation site of the calculation estimating unit. ,
The operation estimation means outputs in real time an estimated value of the extent of structural damage when the observed actual seismic motion waveform is applied to the actual structure. An input means for inputting data;
Data storage means for storing data;
Main control means for processing data and controlling each means;
A program to be executed by a computer having temporary storage means for temporarily storing data input to the input means or data processed by the main control means and output means for outputting data processed by the main control means A computer-readable program recording medium on which is recorded,
The program implements an earthquake damage estimation method for estimating the degree of damage to a structure when a seismic motion waveform is applied to the structure,
The earthquake damage estimation method is:
The structure model having the yield acceleration a _Sy which is the vibration acceleration of the structure when reaching the yield point stress and the yield period T _Sy which is the vibration period when reaching the yield point stress is the maximum value of the vibration acceleration. A model response waveform of the structure model when a model ground motion waveform having a dominant period T, which is a period when the amplitude becomes maximum when converted to the frequency domain by Fourier transform, is input to the maximum acceleration a _{GM. With} respect to one structure model and n ₂ seismic motion waveforms, the main control means calculates by nonlinear time history analysis,
The model data point based on the calculated model response waveform has a normalized cycle (T / T _Sy ) obtained by dividing the dominant cycle T by the yield cycle T _Sy on one orthogonal coordinate axis, and the maximum acceleration a _GM The main control means plots n ₃ pieces on the normalized coordinate plane which is a coordinate plane obtained by dividing the normalized acceleration (a _GM / a _Sy ) obtained by dividing the value by the yield acceleration a _Sy on the other orthogonal coordinate axis. ,
The maximum amplitude of the response displacement waveform of the structure model when the model ground motion waveform is added is δ _max, and the displacement amount when the structure model is statically yielded when a static load is applied is δ _{When y} is the value obtained by δ _max / δ _y and the response plasticity ratio μ,
When n ₃ model data points plotted on the normalized coordinate plane have the response plasticity ratio μ in the range of μ ₁ <μ <μ ₂ , the response plasticity ratio μ is μ _{i− When} the range of ₁ <μ <μ _i is satisfied, the main control unit performs grouping into i groups, and model data points of one group are placed on one normalized coordinate plane. Create a graph for each group like plotting,
In the graph of each group, by drawing a lower limit contour line of the region indicated by the set of model data points, a structure damage degree function curve which is a function curve representing the damage degree of the structure model in the response plastic modulus range The main control means
The maximum acceleration of the observed actual ground motion waveform is a _GM1 and the dominant period is T ₁ , the yield acceleration of the actual structure to be damaged is a _Sy1 and the yield period is In the case of T _Sy1 , the normalization period is calculated by T ₁ / T _Sy1 , the normalization acceleration is calculated by a _GM1 / a _Sy1 , and the calculated normalization period and normalization acceleration are used as orthogonal coordinates The main control means plots the actual data points on the normalized coordinate plane,
Based on the relationship between the structure damage degree function curve obtained for each value of the response plasticity factor and the actual data point, the structure damage degree when the actual seismic motion waveform is added to the actual structure is calculated. The program recording medium estimated by the main control means.

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