JP5636585B1 - Diagnosis method of dam body using seismometer - Google Patents
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Abstract
【課題】ため池、ダムなどの堰堤および堤防などの堤体表面または内部に設置した地震計により測定した振動波形を用いて堤体の構造を容易且つ確実に診断する。【解決手段】堤体Dbの表面または内部の少なくとも2箇所に地震計S1,S2を設置して各地震計により振動波形を継続的に記録するとともに、設置した地震計の内で選択した2箇所に設置した地震計S1,S2により測定された振動波形に関する逆重畳を変数とする関数を算出し、算出した一連の関数による波形について、その走時や振幅を読み取ることによって、前記選択した2箇所の地震計S1,S2間の主要な地震波伝播経路および周辺における地震波のP波またはS波についての直接波の伝播や散乱・反射といった地震波伝播現象から堤体内の地震波伝播の状況を評価して堤体内の構造を診断する。【選択図】図2An object of the present invention is to easily and reliably diagnose a structure of a dam body by using a vibration waveform measured by a seismometer installed on the surface of or inside a dam body such as a pond and a dam and a dam body. SOLUTION: Seismometers S1 and S2 are installed on at least two locations on or inside the dam body Db, and vibration waveforms are continuously recorded by each seismometer, and two locations selected from the installed seismometers. The two selected locations are calculated by calculating the function using the deconvolution of the vibration waveform measured by the seismometers S1 and S2 installed in as a variable, and reading the travel time and amplitude of the calculated series of waveforms. The seismic wave propagation path between the seismometers S1 and S2 and the seismic wave propagation phenomena such as direct wave propagation, scattering and reflection of the P wave or S wave of the seismic wave in the surrounding area are evaluated to evaluate the state of seismic wave propagation in the levee body Diagnose internal structures. [Selection] Figure 2
Description
本発明は、ため池、ダムなどの堰堤および堤防などの堤体の診断方法、特に堤体の表面または内部に設置した地震計により測定した振動波形を用いた診断方法に関するものである。 The present invention relates to a method for diagnosing dam bodies such as ponds and dams and levee bodies, and more particularly, to a diagnostic method using vibration waveforms measured by a seismometer installed on or inside the dam body.
従来、震源装置から発生する弾性波を地表面、地下の坑井内壁、人工構造物などから内部に伝播させて、地下地層、構造物から反射あるいは屈折して戻ってくる波を測定し、地下や構造物探査を行う地震探査法が知られている。 Conventionally, elastic waves generated from seismic source devices are propagated inward from the ground surface, underground well walls, artificial structures, etc., and waves that are reflected or refracted from underground layers or structures are measured, and underground waves are measured. And seismic exploration methods for exploring structures are known.
ところで、前記地震探査は、地下深部までの地質構造情報を高精度で取得することができるため多く用いられているが、地震探査でのエネルギー源である震源は、爆薬、機械的震源、電気放電的震源、熱力学的震源、空気放出震源、微量爆薬震源などの制御振動(人工振動)が必要であり、ボーリング調査や爆薬、起振機に経費が嵩むという問題がある。 By the way, the seismic exploration is often used because geological structure information up to the deep underground can be obtained with high accuracy. However, the seismic source as an energy source in seismic exploration is explosives, mechanical seismic sources, electric discharges. Control vibrations (artificial vibrations) such as dynamic seismic sources, thermodynamic seismic sources, air-emitting seismic sources, and micro explosive epicenters are necessary, and there is a problem that the cost for boring surveys, explosives, and shakers increases.
また、従来の地震探査法は、垂直に入射してくる地震波が地層境界で反射してくるまでの時間や振幅を用いて、地震波の速度や密度分布の状態を求めるものであり、ビルなどについては容易且つ確実に適用可能であるが、ため池、ダムなどの堰堤および堤防などの堤体は断面が山形、即ち、下方へと末広がりの形状であり適用が困難であるという問題もある。 In addition, the conventional seismic exploration method uses the time and amplitude until a vertically incident seismic wave is reflected at the stratum boundary to determine the state of the seismic velocity and density distribution. Can be applied easily and reliably, but there is also a problem that the dam body such as a pond, a dam, and a bank such as a levee have a mountain-shaped cross section, that is, a shape that spreads downward and is difficult to apply.
そこで、常時微動や自然の地震波などを観測して地盤の地層構造の探査を行う地盤探査方法が例えば特開平11−94948号公報、特開2006−275914号公報、特開2011−242231号公報などに提示されている。 Therefore, ground exploration methods for exploring the geological structure of the ground by observing microtremors or natural seismic waves are disclosed in, for example, Japanese Patent Laid-Open Nos. 11-94948, 2006-275914, 2011-242231, etc. Is presented.
しかしながら、前記特開平11−94948号公報、特開2006−275914号公報などに提示されている常時微動や自然の地震波などを観測して地盤の地層構造の探査を行う地盤探査方法は、地表配置した受振器により速度波を観測し、常時微動や地震波等の水平方向の主構成成分を剪断波と見なして、前記剪断波の上昇波と下降波の重なった前記速度波から剪断歪の実効値に相当する量の地表からの深さ分布を測定することにより地盤の地層構造の探査を行うことを特徴とするもの、または地表に配置した異なる二地点に配置した受振器で同時刻に測定し、それらの測定データの波形について相互相関処理を行うことにより一方を震源に他方を受振点とした場合の波形を合成して作成した擬似反射波の合成ショット記録に所定の処理を加えて統合し、測定区域における地下構造の可視化データを合成するように地表の微動を観測して表層地盤の地震動増幅特性を予測する評価方法に関するものである。 However, the ground exploration method for exploring the geological structure of the ground by observing microtremors, natural seismic waves, etc., as disclosed in Japanese Patent Application Laid-Open Nos. 11-94948, 2006-275914, etc. The velocity wave is observed by the received geophone, the horizontal main components such as microtremors and seismic waves are regarded as shear waves, and the effective value of shear strain from the velocity waves where the rising and falling waves of the shear waves overlap It is characterized by exploring the geological structure of the ground by measuring the depth distribution from the ground surface in an amount equivalent to or measured at the same time with geophones placed at two different points on the ground surface By performing cross-correlation processing on the waveforms of these measured data, a predetermined process is performed on a synthetic shot record of a pseudo-reflected wave created by synthesizing the waveform when one is the epicenter and the other is the receiving point. Additionally integrated relates evaluation method for predicting ground motion amplification characteristics of the surface layers by observing the surface of the fine movement to synthesize visual data of underground structure in the measurement area.
従って、ため池、ダムなどの堰堤および堤防などの堤体のように、地震波の反射強度と地下の密度構造が対応しない場合、浅部の強反射層によりそこより地下深部に地震波が到達しにくい場合、或いは密度変化が緩やかな場合などには適用ができないか適用しにくい。 Therefore, if the seismic wave reflection intensity does not correspond to the underground density structure, such as dams such as ponds and dams, and embankments such as embankments, it is difficult for the seismic wave to reach deeper underground due to the shallow strong reflection layer. Or, when the density change is slow, it cannot be applied or is difficult to apply.
前記特開2011−242231号公報に提示されている常時微動や自然の地震波などを観測して地盤の地層構造の探査を行う地盤探査方法は、深さ方向の探査も可能であるが、探査機器位置情報、地形情報、反射断面の情報、地震波屈折法の情報、総合化測定データ群の情報とから、地中の地震波速度の水平・深さ方向の分布を示す地震波速度構造モデルの第一段階と、密度と地震波速度の間の最適関係式を用いて初期密度構造モデルの第二段階と、計算重力ベクトル値と、観測重力ベクトル値とを比較し、修正密度構造モデルの第三段階と、計算重力テンソル値と観測から得られる観測重力テンソル値とを比較し、最適密度構造モデルの第四段階と、前記最適密度構造モデルを地震波速度構造モデルに変換し、前記第一段階から第四段階を繰り返し、理論地震波屈折波、理論地震波広角反射波、理論地震波反射断面を作成し、所定の収束条件を満たす最適密度構造を推定密度構造として出力する第五段階と、を有するものであり、複雑な解析が必要であり、推定部分が多いという問題がある。 The ground exploration method for exploring the geological structure of the ground by observing microtremors, natural seismic waves, and the like presented in Japanese Patent Application Laid-Open No. 2011-242231 is capable of exploring in the depth direction. First stage of seismic velocity structure model showing horizontal and depth distribution of seismic velocity in the ground from position information, topographic information, reflection cross section information, seismic refraction information, and integrated measurement data group information And using the optimal relationship between density and seismic velocity, compare the second stage of the initial density structure model with the calculated gravity vector value and the observed gravity vector value, and the third stage of the modified density structure model, Comparing the calculated gravity tensor value and the observed gravity tensor value obtained from the observation, converting the optimum density structure model into the seismic velocity structure model, and converting the optimum density structure model into the seismic velocity structure model. A fifth stage that repeatedly generates a theoretical seismic wave refracted wave, a theoretical seismic wave wide-angle reflected wave, a theoretical seismic wave reflection section, and outputs an optimum density structure that satisfies a predetermined convergence condition as an estimated density structure, and is complex. There is a problem that analysis is necessary and there are many estimation parts.
本発明は、ため池、ダムなどの堰堤および堤防などの堤体表面または内部に設置した地震計により測定した振動波形を用いて堤体の構造を容易且つ確実に診断する方法を提供することを課題とするものである。 An object of the present invention is to provide a method for easily and reliably diagnosing the structure of a dam body using a vibration waveform measured by a seismometer installed on the surface of or inside a dam body such as a dam or a dam and a levee such as a dyke. It is what.
前記課題を解決するためになされた本願の第1の発明である地震計を用いた堤体の診断方法は、堤体の表面または内部の少なくとも2箇所に地震計を設置して各地震計により前記堤体の下方に位置する地盤からの振動による振動波形を継続的に記録するとともに、前記設置した地震計の内で選択した2箇所に設置した地震計により測定された振動波形に関する逆重畳を変数とする関数を算出し、算出した一連の関数による波形について、その走時を読み取ることによって得られる区間伝播時間および振幅を読み取ることによって得られる区間減衰量についてそれぞれ区間距離を考慮して算出した区間毎伝播速度または区間毎減衰特性の少なくとも1つに、堤体内の地震波であるP波またはS波の直接波、または反射波についての地震波伝播現象を反映させて評価した地震波伝播特性から堤体内の構造を診断することを特徴とする。 The dam body diagnosis method using the seismometer according to the first invention of the present application, which has been made to solve the above-mentioned problems, is provided with seismometers installed at least at two locations on the surface or inside of the dam body. While continuously recording the vibration waveform due to vibration from the ground located below the dam body, reverse superposition on the vibration waveform measured by the seismometers installed at two locations selected among the installed seismometers calculating a function of a variable, the waveform by calculating the set of functions, was calculated taking into account the respective section distance for interval attenuation amount obtained by reading the leg propagation time and amplitude obtained by reading the time run its at least one section each propagation speed or interval each damping characteristics, seismic waves propagate current of the direct wave or reflected wave, the P wave or S wave is a seismic wave embankment Wherein the diagnosing structure of embankment from seismic propagation characteristics evaluated by reflecting.
本発明は、図1に示すように堤体Dbや周辺の地盤Gdにおける地震波伝播の状況を把握できるように堤体Dbの内部や地盤Gdにおいて既設のボーリング観測孔(または新規設置する調査ボーリング孔など)Hに地震計Sを設置し、または設置してある地震計Sのうち、図2に示すように2箇所の地震計S1,S2を選択して各地震計S1,S2により振動波形U1,U2を継続的に記録するとともに、その振動波形U1,U2に関する逆重畳を次の式(1)のように算出する。 In the present invention, as shown in FIG. 1, an existing borehole observation hole (or a newly installed survey borehole is formed in the dam body Db or in the ground Gd so that the state of seismic wave propagation in the dam body Db and the surrounding ground Gd can be understood. established the seismometers S etc.) H, or of the seismometer S that is installed, seismograph S 1, select the S 2 each seismometer S 1 in two places as shown in FIG. 2, S 2 Thus, the vibration waveforms U 1 and U 2 are continuously recorded, and the deconvolution of the vibration waveforms U 1 and U 2 is calculated as in the following equation (1).
ここでU1,U2は選択した2箇所の地震計S1,S2における振動波形である。また*は重畳積分を意味し C=A*Bなる関係があるとき、A=C*B-1と表わすものとする。すなわちAはCとBの逆重畳積分を意味し、前記式(1)のDは各地震計S1,S2により振動波形U1,U2の逆重畳を意味する。 Here, U 1 and U 2 are vibration waveforms in the two selected seismometers S 1 and S 2 . * Means superposition integration, and when there is a relationship of C = A * B, it is expressed as A = C * B −1 . That is, A means the deconvolution integral of C and B, and D in the equation (1) means the deconvolution of the vibration waveforms U 1 and U 2 by the seismometers S 1 and S 2 .
そして、図2に示したように、地盤Gdでの震源Eの震源波形をUSとすると各地震計S1,S2による振動波形U1,U2はそれぞれ次の式(2)のように表現できる。 As shown in FIG. 2, assuming that the source waveform of the source E on the ground Gd is U S , the vibration waveforms U 1 and U 2 obtained by the seismometers S 1 and S 2 are as shown in the following equation (2). Can be expressed.
ここで、G1,S,G2,Sは震源Eから各地震計S1,S2による振動波形U1,U2それぞれの観測点までのグリーン関数である。これを前記式(1)に代入すると次の式(3)となる。 Here, a Green's function to G 1, S, G 2, S is the vibration waveform U 1 by each seismometer S 1, S 2 from the epicenter E, U 2 each observation point. Substituting this into the equation (1) yields the following equation (3).
振動波形U1,U2に関する逆重畳Dは震源波形に依存せず、震源の位置から観測点までの経路の力学特性にのみ依存する。 The deconvolution D relating to the vibration waveforms U 1 and U 2 does not depend on the source waveform, but only on the mechanical characteristics of the path from the position of the source to the observation point.
次に、図3に示したように、震源Eから堤体Db内の地震波の入射が、平面波の入射波と表現できるものと仮定する。実際に、堤体のような土木構造物が立地する基礎地盤では、一般的に深層の地震基盤よりも地震波の伝播速度が遅く、地震波が基盤からほぼ鉛直方向に入射する場合が多い。また実際に堤体の耐震性評価等においても同様な仮定がなされる場合が多い。よって仮定を満たす状況があるものとする。 Next, as shown in FIG. 3, it is assumed that the incident of the seismic wave from the seismic source E into the dam body Db can be expressed as an incident wave of a plane wave. Actually, in the foundation ground where civil structures such as a dam body are located, the propagation speed of the seismic wave is generally slower than that of the deep seismic base and the seismic wave is often incident from the base in a substantially vertical direction. In fact, the same assumptions are often made in the seismic evaluation of levee bodies. Therefore, it is assumed that there is a situation that satisfies the assumption.
図3に示すように、この堤体Dbに入射する平面波を規定できる平面Bが存在するものとすると、平面Bから堤体Dbに向かう進行波をUB +として、次の式(4)として表現することができる。 As shown in FIG. 3, if there is a plane B that can define a plane wave incident on the levee body Db, a traveling wave from the plane B toward the dam body Db is defined as U B + and the following equation (4) Can be expressed.
そして、前記式(4)を前記式(1)に代入して逆重畳を算出すると次の式(5)となる。 Then, when the formula (4) is substituted into the formula (1) to calculate the deconvolution, the following formula (5) is obtained.
ここでG1,B,G2,Bは平面BにおけるUB +に対する地震計S1,S2による振動波形U1,U2の応答関数である。ここでUB +は次の式(6)として表現することができる。 Here, G 1, B and G 2, B are response functions of the vibration waveforms U 1 and U 2 by the seismometers S 1 and S 2 with respect to U B + in the plane B. Here, U B + can be expressed as the following equation (6).
地震計により観測された振動波形そのものは震源の位置に依存するものであるが、前記式(4)の振動波形U1,U2に関する逆重畳については、震源波形および震源の位置には依存せず、平面Bから観測点までの地震波の伝播経路および周辺の地盤Gdや堤体Db内の力学特性のみに依存することになる。 The vibration waveform itself observed by the seismometer depends on the location of the epicenter, but the deconvolution of the oscillation waveforms U 1 and U 2 in the equation (4) does not depend on the seismic source waveform and the location of the epicenter. Instead, it depends only on the propagation path of the seismic wave from the plane B to the observation point and the mechanical properties in the surrounding ground Gd and the dam body Db.
また、平面Bを堤体Dbと地盤Gdの境界Z0の面に設定できる場合には、前記式(5)の逆重畳Dは堤体Db内部の構造と力学特性にのみに依存し、震源波形および位置には依存しない堤体固有のものとなる。 In addition, when the plane B can be set to the plane of the boundary Z 0 between the dam body Db and the ground Gd, the reverse superposition D of the above equation (5) depends only on the structure and mechanical characteristics inside the dam body Db, and the epicenter It is unique to the dam body, independent of the waveform and position.
実際の観測においては、入射波UB +に関して、想定した仮定を満たさない場合もあり、また風や人為的な要因によるノイズを含む場合もある。よって算出した一連の逆重畳Dについて、より安定的で再現性のある波形を求めるために、平均化処理や平滑化処理、またフィルター処理や正規化処理などによる波形処理が必要である。また基盤における計測波形等、基準となる波形の自己相関を重畳あるいは逆重畳させることも安定化には有効である。逆重畳Dに前記波形処理を施した結果として得られるD^について、逆重畳Dに関する関数と見なして次の式(7)のように表現する。 In actual observation, the assumed assumption regarding the incident wave U B + may not be satisfied, and noise due to wind or artificial factors may be included. Therefore, in order to obtain a more stable and reproducible waveform for the calculated series of deconvolution D, waveform processing by averaging processing, smoothing processing, filter processing, normalization processing, or the like is required. It is also effective for stabilization to superimpose or desuperimpose autocorrelation of a reference waveform such as a measurement waveform on the base. D ^ obtained as a result of applying the waveform processing to the deconvolution D is regarded as a function related to the deconvolution D and expressed as the following equation (7).
このように、D^は、逆重畳Dを変数とする関数Fによって算出された結果であり、その結果が震源Eに依存せず、堤体Db内および地盤Gdに固有なものとなるよう安定的な結果を出すように処理を行なうものであり、D^もまた観測点間の非地震時の微小振動の波形を継続的に記録するとともに伝播経路および周辺の地震波伝播特性などの地震波伝播状況を表すものとなる。そこでD^の波形に関してピーク等の特徴的な波形形状を元に、地震波伝播経路および周辺における地震波のP波またはS波の直接波、または反射波についての堤体内の地震波伝播の状況を評価することによって、その構造や力学特性を評価、推定することができる。 Thus, D ^ is the result calculated by the function F with the deconvolution D as a variable, and the result does not depend on the epicenter E and is stable so as to be specific to the dam body Db and the ground Gd. D ^ also continuously records the micro-vibration waveform during non-earthquake between observation points, and the propagation status of the seismic wave, such as the propagation path and surrounding seismic wave propagation characteristics, etc. It represents. Therefore, based on a characteristic waveform shape such as a peak for the waveform of D ^, the state of seismic wave propagation in the levee body with respect to the seismic wave propagation path and the surrounding P wave or S wave of the seismic wave or the reflected wave is evaluated. Thus, the structure and mechanical properties can be evaluated and estimated.
また、前記本願の第1の本発明において、前記地震計により連続的に測定された振動波形に関する逆重畳を変数とする関数を算出する際に、一定期間ごとに繰り返し逆重畳を変数とする関数を算出し、それらの時系列の対比によって堤体内の地震波伝播の状況を評価して堤体内の構造を経年変化として診断することにより、堤体内の構造を診断することができる(第2発明)。 Further, in the first invention of the present application, when calculating a function using a deconvolution related to a vibration waveform continuously measured by the seismometer as a variable, a function using the deconvolution repeatedly as a variable every predetermined period. The structure of the levee body can be diagnosed by calculating the state of seismic wave propagation in the levee body and diagnosing the structure of the dam body as secular change by comparing the time series of them (second invention). .
前記発明1を繰り返し適用し、その結果について対比を行ない、D^に時系列変化が認められた場合は、D^については震源に依存しない堤体および周辺地盤の構造や力学特性を表すものであることから、それらの経時変化を反映した結果と考えられる。よって堤体の構造や力学特性の変化の監視を行なうことができる。 When the invention 1 is repeatedly applied, the results are compared, and when D ^ shows a time series change, D ^ represents the structure and mechanical characteristics of the dam body and the surrounding ground independent of the epicenter. This is considered to be a result of reflecting changes over time. Therefore, it is possible to monitor changes in the structure and mechanical properties of the bank body.
さらに、第1発明において、前記地震計により連続的に測定された波形記録から逆重畳を変数とする関数を算出する際の波形記録が、継続的な振動観測記録から地震発生時のみを抽出して用いることも可能である(第3発明)。 Furthermore, in the first aspect of the invention, the waveform record when calculating the function having the reverse superposition as a variable from the waveform record continuously measured by the seismometer extracts only the time of the occurrence of the earthquake from the continuous vibration observation record. Can also be used (third invention).
継続的な振動観測記録から、その振動強度に閾値を設けたり、Hi-net等の公的機関が発表した地震に関する情報を元にして、地震発生時における波形の逆重畳を抽出することによって、効率的に地震波伝播特性を評価することができる。特に強震時の記録を用いた場合は、地震動の強度に対する地震波伝播特性の依存性を把握することができる。またコーダ波等の微小で強度や振動特性に類似性のある振動に注目し、繰り返し発生する地震の波形に適用することによって、堤体の経過時変化の監視に適用することができる。 From continuous vibration observation records, by setting a threshold value for the vibration intensity, or by extracting the reverse superposition of the waveform at the time of the earthquake based on information on earthquakes announced by public organizations such as Hi-net, The seismic wave propagation characteristics can be evaluated efficiently. In particular, when using records during strong earthquakes, it is possible to grasp the dependence of seismic wave propagation characteristics on the intensity of ground motion. In addition, it can be applied to the monitoring of changes in the levee body time by paying attention to minute vibrations such as coda waves that are similar in strength and vibration characteristics and applying them to the waveforms of earthquakes that occur repeatedly.
さらにまた、前記第1発明において、前記地震計により連続的に測定された波形記録から逆重畳を変数とする関数を算出する際の波形記録が、継続的な振動観測記録から地震発生時のものを除去し、除去された波形を用いることも可能である(第4発明)。 Furthermore, in the first invention, the waveform record when calculating the function having the reverse superposition as a variable from the waveform record continuously measured by the seismometer is from the continuous vibration observation record when the earthquake occurs. It is also possible to remove the waveform and use the removed waveform (fourth invention).
前記第3発明において、地震発生時の波形以外の波形は、常時微動による微小な振動と考えられる。このような振動は微小であるためノイズの影響も受け易く、また特定方向の定常的な震源ではないことから、逆重畳により算出された波形は不安定なものとなる可能性があるが、長時間データの取得とそれによる平均化処理により、再現性のある結果を得る事ができる。その結果得られた波形を、地震発生時の振動から得られたものとの比較と対比を行なうことによって、地震波伝播特性として解釈することができる。 In the third aspect of the present invention, the waveform other than the waveform at the time of the occurrence of the earthquake is considered to be a minute vibration due to the constant tremor. Since such vibrations are minute, they are easily affected by noise, and because they are not stationary sources in a specific direction, the waveform calculated by deconvolution may be unstable. Reproducible results can be obtained by acquiring time data and averaging processing. The waveform obtained as a result can be interpreted as seismic wave propagation characteristics by comparing and comparing with the waveform obtained from the vibration at the time of the earthquake.
本発明は、ため池、ダムなどの堰堤および堤防などの堤体表面または内部に設置した地震計により測定した振動波形を用いて堤体の構造を容易且つ確実に診断することができる。 INDUSTRIAL APPLICABILITY The present invention can easily and reliably diagnose the structure of a dam body using vibration waveforms measured by a seismometer installed on the surface of or inside a dam body such as a pond and a dam and a levee such as a dyke.
次に、図面を参照して本発明の実施の形態を以下に説明する。 Next, embodiments of the present invention will be described below with reference to the drawings.
図4(a)は本発明の好ましい実施の形態を示す地震計配置状況を示すものであり、堤体Dbの断面において、中央部に鉛直に堤体Db頂面から底面まで3点の地震計を設置したものである。 FIG. 4 (a) shows a seismometer arrangement showing a preferred embodiment of the present invention. In the cross section of the levee body Db, there are three seismometers vertically from the top surface to the bottom surface of the dam body Db. Is installed.
そして、図4(b)〜(d)については、図4(a)における地震計の配置の場合に、実際に観測される振動波形と、それに逆重畳を算出した結果の波形を示している。尚、図面は実際の調査実験結果を参照しながら作成した概念図である。 4 (b) to 4 (d) show the vibration waveform actually observed in the case of the arrangement of the seismometer in FIG. 4 (a) and the waveform obtained as a result of calculating the deconvolution. . The drawings are conceptual diagrams created with reference to actual investigation experiment results.
図4(b)において、3つの地震計の地震時の振動波形UA S,UB S,UC SをUA Sで逆重畳積分を行なったものが図4(d)のDA S 〜DC Sである。また図4(c)における非地震時の微小振動波形UA N 〜UC NをUA Nで逆重畳積分を行なったものが図4(d)のDA N 〜DC Nである。なお非地震時の微小振動波形については平均化処理を実施した。 In FIG. 4B, the vibration waveforms U A S , U B S , and U C S at the time of the earthquake of the three seismometers are obtained by performing the reverse superposition integration with U A S , and D A S in FIG. ~ D C S. Also, D A N to D C N in FIG. 4D are obtained by performing deconvolution integration on the micro-vibration waveforms U A N to U C N during non-earthquake in FIG. 4C with U A N. An averaging process was applied to the minute vibration waveforms during non-earthquakes.
地震時の振動波形からの逆重畳と非地震時の微小振動波形からの逆重畳とで共通して見られる波形の形状として、下方から上方へと時間遅れが生じる方向で推移するピークが確認できる。本特許はこのように逆重畳積分と算出された特徴的な波形形状を、堤体内での地震波伝播の状況を表す特性とみなして堤体内の構造や力学特性を診断するものである。 As the shape of the waveform that is commonly seen in the desuperimposition from the vibration waveform during an earthquake and the desuperimposition from a micro-vibration waveform during a non-earthquake, it is possible to confirm a peak that changes in a direction that causes a time delay from below to above . In this patent, the characteristic waveform shape calculated as the deconvolution integral is regarded as a characteristic representing the state of seismic wave propagation in the levee, and the structure and mechanical characteristics in the dam are diagnosed.
逆重畳によって算出された特徴的な波形形状を解釈するために、堤体内における地震波伝播過程について想定を行なう。図5に示したように、基礎地盤から堤体内に地震波は鉛直に入射し、また堤体内においても地震波の伝播は鉛直方向に伝播するものと想定する。 In order to interpret the characteristic waveform shape calculated by deconvolution, an assumption is made about the seismic wave propagation process in the levee body. As shown in FIG. 5, it is assumed that the seismic wave vertically enters the levee from the foundation ground, and that the seismic wave propagates in the vertical direction also in the dam.
このとき地震計1の水平の平面Z1を通過する地震波の上方進行波をU1 +、下方進行波をU1 -とし、同様に地震計2についてU2 +,U2 -とする。このときそれぞれの関係について、次の式(8)であらわすことができる。 At this time, the upper traveling wave of the seismic wave passing through the horizontal plane Z 1 of the seismometer 1 is U 1 + , the lower traveling wave is U 1 −, and similarly U 2 + and U 2 − for the seismometer 2. At this time, each relationship can be expressed by the following equation (8).
ここでG1,1 -+,G2,2 -+はU1 +とU1 -、U2 +とU2 -それぞれの対応関係を示す応答関数とする。またG2,1 +,GC,2 +は上方進行波のそれぞれ平面Z1から平面Z2まで、平面Z2から堤頂を含む平面ZCまでの応答関数であり、またG2,C -,G1,2 -は下方進行波のそれぞれ平面ZCから平面Z2まで、平面Z2から平面Z1までの応答関数でありrは平面ZCでの反射係数を表す。また、次の式(9)のように表すと、各観測点での振動波形は上方進行波と下方進行波の和となることから次の式(10)、式(11)に示したように観測点での振動波形は上方進行波と下方進行波の和となる。 Here, G 1,1 − + and G 2,2 − + are response functions indicating the corresponding relationship between U 1 + and U 1 − , and U 2 + and U 2 − . The G 2,1 +, G C, 2 + from each plane Z 1 of the upper traveling wave to the plane Z 2, the response function from the plane Z 2 to the plane Z C comprising crest and G 2, C − , G 1,2 − are response functions of the downward traveling wave from the plane Z C to the plane Z 2 and from the plane Z 2 to the plane Z 1 , respectively, and r represents a reflection coefficient on the plane Z C. Further, when expressed as the following equation (9), the vibration waveform at each observation point is the sum of the upward traveling wave and the downward traveling wave, so that the following equations (10) and (11) are obtained. The vibration waveform at the observation point is the sum of the upward traveling wave and the downward traveling wave.
ここで前記式(11)は逆重畳の定義より、次の式(12)となり、また式(13)のように表現できるので、次の式(14)となり逆重畳については式(15)となる。 Here, the above equation (11) becomes the following equation (12) from the definition of deconvolution, and can be expressed as equation (13). Become.
また、前記式(14)について逆重畳U2*U1 -1については次の式(15)に示したように入射波に依存しない、堤体内の構造と力学特性のみに依存する関数で構成されたものとなる。 In addition, the reverse superposition U 2 * U 1 −1 of the equation (14) is composed of a function that does not depend on the incident wave and depends only on the structure and mechanical properties of the levee as shown in the following equation (15). Will be.
ここで、rG11は平面Z1における上方進行波が堤頂Cで反射し下方進行波となって再び平面Z1を通過するまでの応答関数であり、減衰等の影響によって下方進行波は上方進行波よりも小さいものになる。よってこの影響が小さいもの、すなわち1+rG11≒1とすると次の式(16)となる。 Here, rG 11 is a response function until the upward traveling wave in the plane Z 1 is reflected by the bank crest and becomes a downward traveling wave and passes through the plane Z 1 again. It will be smaller than the traveling wave. Therefore, if this influence is small, that is, 1 + rG 11 ≈1, the following equation (16) is obtained.
前記式(16)の第一項は平面Z1から平面Z2までの上方進行波の応答関数を表し、第二項はそのZ2を通過した上方進行波が堤頂Cにて反射し一往復して再び下方進行波となってZ2を通過するときの応答を表すものである。このことから第二項は明らかに第一項よりも遅い時間にあらわれ、逆重畳U2*U1 -1の最も早い時間にあらわれる波形は平面Z1から平面Z2までの上方進行波の応答関数を表すことがわかる。 The first term of the equation (16) represents the response function of the upward traveling wave from the plane Z 1 to the plane Z 2 , and the second term is the one in which the upward traveling wave that has passed through the Z 2 is reflected by the bank C. back and forth again a lower traveling wave is representative of the response as it passes through the Z 2. From this, the second term clearly appears at a later time than the first term, and the waveform appearing at the earliest time of the deconvolution U 2 * U 1 -1 is the response of the upward traveling wave from the plane Z 1 to the plane Z 2. You can see that it represents a function.
一方で前記式(15)の内で、1+rG11について次の式(17)のようにテイラー展開できるものとすると、次の式(18)となる。 On the other hand, if the Taylor expansion can be performed for the 1 + rG 11 in the equation (15) as in the following equation (17), the following equation (18) is obtained.
前記式(18)において、第一項、第二項は前と同様であり、第三項は平面Z1からの上方進行波が堤頂Cで反射し1往復した後の波が平面Z1において反射してさらに平面Z2に入射したときの応答とみなすことができ、以下第四項以降もさらに往復した後の波が入射したものと考えられる。よって逆重畳U2*U1 -1は平面Z1より上方の堤体内部の構造および力学特性にのみ依存するものであり、またそれは平面Z1から平面Z2への上方進行波と、堤頂Cと平面Z1間で形成される多重反射による応答を表すものとなる。 In the formula (18), the first term and the second term are the same as before, and the third term is that the upward traveling wave from the plane Z 1 is reflected by the ridge top C and the wave after one round trip is the plane Z 1. It can be regarded as a response when the light is reflected and further incident on the plane Z 2 , and it is considered that the wave after further reciprocating is also incident after the fourth term. Therefore, the reverse superimposition U 2 * U 1 −1 depends only on the structure and mechanical properties inside the bank body above the plane Z 1 , and it is the upward traveling wave from the plane Z 1 to the plane Z 2 and the bank It represents the response due to multiple reflection formed between the top C and the plane Z 1 .
以上のことから逆重畳で算出された結果については、その平面Z1にインパルス入力を仮想的に起振したときの応答があらわれるものと考えられ、その波形についてはまず始めに上方進行波の影響があらわれ、次に堤頂C付近での反射波の影響があらわれ、その後に再び平面Z1で全反射した影響が現れる。それ以降は堤頂Cと平面Z1での重複反射に相当する波の影響が現れる。 From the above, for the result calculated by deconvolution, it is considered that there is a response when the impulse input is virtually oscillated on the plane Z 1 , and the waveform is affected by the upward traveling wave first. Next, the influence of the reflected wave near the ridge top C appears, and then the influence of total reflection again on the plane Z 1 appears. After that, the influence of the wave corresponding to the overlapping reflection on the bank top C and the plane Z 1 appears.
また、平面Z2が堤頂Cを含む平面ZCに一致するとき、1+rG22=1、G2,1 +=GC,1 +となることから逆重畳U2*U1 -1は次の式(19)となり、平面Z1と堤頂Cの間の上方進行波およびその後の重複反射の応答を示すものとなっている。 In addition, when the plane Z 2 coincides with the plane Z C including the bank top C, 1 + rG 22 = 1, G 2,1 + = G C, 1 + , so the reverse superposition U 2 * U 1 −1 is (19), and shows the response of the upward traveling wave between the plane Z 1 and the embankment C and the subsequent overlap reflection.
以上のように解釈することにより、図4(d)におけるピークの推移は地震波伝播の推移をあらわすものと考えられ、そのピーク時間を読み取ることによって、その時間差から地震波の区間伝播時間を求めることができ、その伝播距離を考慮することによって区間伝播速度を算出することができる。またそのピークの波高差から区間減衰量を求めることができ、伝播距離を考慮することによって区間毎の減衰特性を評価することができる。 By interpreting as described above, the transition of the peak in Fig. 4 (d) is considered to represent the transition of seismic wave propagation. The section propagation speed can be calculated by considering the propagation distance. In addition, the section attenuation can be obtained from the peak height difference, and the attenuation characteristics for each section can be evaluated by considering the propagation distance.
ここで、基盤と堤頂間の逆重畳U2*U1 -1の重複反射部分も含めた波形を図6に示した。図6については400Gal程度以上の強い地震による強振動を受けた後の波形も破線で示した。強振動を受ける前の上方進行波に相当する1番目のピークの伝播時間をT0とし、強震動を受けた後にそのピークが伝播時間T0’に変化したとすると、図よりT0’がT0よりも遅延していることが分かる。これは強振動による繰り返し載荷によって剛性が低下したため地震波伝播速度が低下したことによるものである。後続のピークについて順にT1’, T2’…とすると、それらも同様に遅延していることがわかる。これはこれらが重複反射に相当することを意味する。 Here, the waveform including the overlapping reflection portion of the reverse superimposition U 2 * U 1 -1 between the base and the bank top is shown in FIG. As for FIG. 6, the waveform after receiving strong vibration due to a strong earthquake of about 400 Gal or more is also indicated by a broken line. If the propagation time of the first peak corresponding to the upward traveling wave before receiving strong vibration is T 0, and the peak changes to propagation time T 0 ′ after receiving strong ground motion, T 0 ′ is It can be seen that it is delayed from T 0 . This is due to the fact that the seismic wave propagation speed decreased because the rigidity decreased due to repeated loading due to strong vibration. Subsequent T 1 in order for the peak ', T 2' when ... to, it is understood that they are also delayed similarly. This means that they correspond to double reflection.
従って、このピーク間のピーク高さの減少量を1往復間の地震波伝播強度の減衰をあらわすものと考えると、地震前後の波形の横軸をそれぞれの初動ピークT0,T0’で正規化し、両者の減衰特性を比較すると、地震後の方が波高が低く、より減衰が増加していることがわかる。 Therefore, if we consider that the amount of peak height reduction between the peaks represents the attenuation of the seismic wave propagation intensity during one round trip, the horizontal axis of the waveform before and after the earthquake is normalized with the respective initial peaks T 0 and T 0 ′. When comparing the attenuation characteristics of the two, it can be seen that the wave height is lower after the earthquake and the attenuation is increasing.
以上のように、逆重畳によって抽出された結果について、ピーク等の特徴的な波形形状に関して、地震波伝播の状況という物理的な解釈を加える事によって、地震波の伝播速度や減衰に関する情報を得ることができる。実際の堤体構造物は複雑な構造を持つ場合もあるが、有限要素法等の数値解析技術を適用することによって、その解釈を行なうとともに両者の結果の整合性をもたせることによって、堤体内の構造や物性の予測を行なうことが可能である。 As described above, it is possible to obtain information on the propagation speed and attenuation of the seismic wave by adding a physical interpretation of the seismic wave propagation state with respect to the characteristic waveform shape such as a peak from the result extracted by deconvolution. it can. The actual levee body structure may have a complicated structure, but by applying numerical analysis techniques such as the finite element method, the interpretation of the dam body structure and the consistency of the results of both are achieved. It is possible to predict the structure and physical properties.
よって、以上の方法を大規模地震を含めた地震波形に適用することによって、地震の強度による地震波伝播特性の変化を評価することができる。 Therefore, by applying the above method to seismic waveforms including large-scale earthquakes, changes in seismic wave propagation characteristics due to the strength of the earthquake can be evaluated.
図7は様々な最大加速度の地震波形に対して、地震波伝播速度がどのように変化するかを示したものである。地震波伝播速度は前述の初動ピークの時間T0を地震計間の地震波伝播時間とみなして、地震計間の距離をそれで除することによって求めたものであり、図7においては剛性に相当する速度の2乗値を算出するとともに、微小振動時の伝播速度の2乗値で除することにより正規化した値、すなわち見かけ上の剛性比で示した。この図から加速度が大きくなるにつれて、見かけ上剛性比、すなわち地震波伝播速度は低下していることがわかる。これは堤体の剛性の非線形性を反映したものである。このような特性を従来提案された近似式と比較することによってその特性や定量的なパラメータを評価することができる。 FIG. 7 shows how the seismic wave propagation velocity changes with respect to various maximum acceleration seismic waveforms. The seismic wave propagation velocity is obtained by regarding the time T 0 of the initial motion peak described above as the seismic wave propagation time between seismometers and dividing the distance between seismometers by that, and in FIG. And the normalized value by dividing by the square value of the propagation velocity at the time of minute vibration, that is, the apparent rigidity ratio. From this figure, it can be seen that as the acceleration increases, the apparent rigidity ratio, that is, the seismic wave propagation velocity, decreases. This reflects the nonlinearity of the levee body stiffness. Such characteristics and quantitative parameters can be evaluated by comparing such characteristics with a conventionally proposed approximate expression.
繰り返し発生する通常地震や、大規模地震およびその後に頻発する余震動等に反復的に適用することによって、地震波伝播特性の時系列変化を追跡することができる。図7に示したように地震波伝播特性はその地震波の強度にも依存する。この影響を除去するために地震のコーダ波に注目する。Sコーダ波のエンベロープの減衰の仕方は、震央距離や震源の強度の依存しないことが知られており、よってコーダ波に注目することによって、ある一定の強度における地震波伝播特性を評価することができる。 By applying it repeatedly to normal earthquakes that occur repeatedly, large-scale earthquakes, and aftershocks that occur frequently thereafter, time-series changes in seismic wave propagation characteristics can be tracked. As shown in FIG. 7, the seismic wave propagation characteristics also depend on the intensity of the seismic wave. In order to remove this effect, attention is paid to the coda wave of the earthquake. It is known that the attenuation of the envelope of the S coder wave does not depend on the epicenter distance or the intensity of the epicenter, and therefore the seismic wave propagation characteristic at a certain intensity can be evaluated by paying attention to the coder wave. .
また、コーダ波は震源から到来する波群ではなく、その到来方向はかなり広い角度から到来するものである。よって平均化処理によって震源の不確実性の影響はキャンセルされるものと考える。よってコーダ波に対して逆重畳を求め、またその平均値を求めることによって、震源や地震強度に依存しない安定した地震波伝播特性を評価することができる。また繰り返す地震に適用することによって、図8に示したように地震波伝播特性が強震動の前後でどのように変化するか等を評価することができる。 Coda waves are not a group of waves coming from the epicenter, but the direction of arrival is from a fairly wide angle. Therefore, the influence of the uncertainty of the epicenter is considered to be canceled by the averaging process. Therefore, by obtaining the deconvolution of the coder wave and obtaining the average value, it is possible to evaluate the stable seismic wave propagation characteristics that do not depend on the epicenter or the earthquake intensity. Moreover, by applying to repeated earthquakes, it is possible to evaluate how the seismic wave propagation characteristics change before and after strong ground motion as shown in FIG.
さらに、図4(d)の波線に示したように常時微動のような非地震時の微小な振動についても同様に逆重畳を算出することができる。微小振動と地震時の振動は、閾値を設けて区分したり、Hi-net等の高感度地震観測網による情報等との対比することよって、区別することができる。地震時の波形から算出したものと比べて、微小振動はノイズの影響も大きく、地震波伝播特性としての解釈が困難となる可能性もあるが、地震時のものに関する解釈を参考にすることによって、物理的な解釈も可能となる。 Further, as shown by the wavy line in FIG. 4 (d) , reverse superposition can be calculated in the same way for minute vibrations during non-earthquakes such as microtremors. Microvibration and vibration during an earthquake can be distinguished by setting a threshold value or by comparing with information from a highly sensitive seismic network such as Hi-net. Compared with the one calculated from the waveform at the time of the earthquake, the minute vibration has a large influence of noise and may be difficult to interpret as the seismic wave propagation characteristics, but by referring to the interpretation about the thing at the time of the earthquake, Physical interpretation is also possible.
さらにまた、常時振動に関しては地震発生を待つことなく随時、地震波伝播特性の評価できることが特徴である。よってこの経時変化の追跡を随時行なう事によって地震波伝播特性が堤体の降雨や貯水状況による水分状況の変化や、圧密沈下に伴う剛性の変化等による地震波伝播特性の変動の監視が可能となる(図9参照)。 Furthermore, with regard to continuous vibration, it is a feature that seismic wave propagation characteristics can be evaluated at any time without waiting for the occurrence of an earthquake. Therefore, by tracking this change over time, it is possible to monitor changes in seismic wave propagation characteristics due to changes in water conditions due to rainfall and water storage in the dam body and changes in stiffness due to consolidation subsidence ( (See FIG. 9).
上記の方法は、堤体の監視だけではなく、逆に地震計や観測システムにおける不具合の検知にも用いることができる。例えば、地震計の人為的なミスによる地震計の極性の反転については、伝播特性の関数の正負が逆転することになり、不合理なものとなることから、それを検知することができる。また長期供用時において停電等の突発的な影響や、劣化等によって不具合が発生した際には、不合理な伝播特性の関数形状を示すことからそれらを検知することができる。よって本方法は地震観測システムの監視管理にも有効である。 The above method can be used not only for monitoring a dam body but also for detecting defects in seismometers and observation systems. For example, regarding the reversal of the polarity of the seismometer due to a human error in the seismometer, the sign of the function of the propagation characteristic is reversed, which is unreasonable, and can be detected. Moreover, when trouble occurs due to sudden influence such as a power failure or deterioration during long-term operation, the function shape of the unreasonable propagation characteristic can be detected. Therefore, this method is also effective for monitoring and management of seismic observation systems.
本方法は実際の堰堤や堤防等の実構造物だけではなく、振動台を用いた模型実験や、遠心載荷装置による縮小模型実験にも有効である。 This method is effective not only for actual structures such as actual dams and dikes, but also for model experiments using a shaking table and reduced model experiments using a centrifugal loading device.
B 平面、C 堤頂、Db 堤体、E 震源、Gd 地盤、G1,S グリーン関数、G2,S グリーン関数、H 観測孔、S 地震計、S1 地震計1、S2 地震計2、T 伝播時間、T0 伝播時間、T0’ 伝播時間、T1 伝播時間、T1’ 伝播時間、T2 伝播時間、T2’ 伝播時間、T3 伝播時間、U 振動波形、U1 振動波形、U2 振動波形、US 振動波形、Z0 境界、Z1 平面、Z2 平面、ZC 平面 B plane, C dike top, Db embankment, E epicenter, Gd ground, G 1, S green function, G 2, S green function, H observation hole, S seismometer, S 1 seismometer 1, S 2 seismometer 2 , T propagation time, T 0 propagation time, T 0 'propagation time, T 1 propagation time, T 1 ' propagation time, T 2 propagation time, T 2 'propagation time, T 3 propagation time, U vibration waveform, U 1 vibration waveform, U 2 vibration waveform, U S vibration waveform, Z 0 boundary, Z 1 plane, Z 2 plane, Z C plane
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Citations (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2000338258A (en) * | 1999-05-31 | 2000-12-08 | Natl Res Inst Of Agricultural Engineering | Fill dam control system by specific resistance tomography method and its control method |
JP2004279064A (en) * | 2003-03-12 | 2004-10-07 | Yuzuru Ashida | Three-dimensional reflection survey data acquisition method using s-wave |
JP2005030843A (en) * | 2003-07-10 | 2005-02-03 | Hitachi Ltd | Earth and sand disaster foreknowing system, region data providing system and earth and sand disaster foreknowing method |
JP2006017584A (en) * | 2004-07-01 | 2006-01-19 | Japan Science & Technology Agency | Three-dimensional survey method using s-wave, s-wave earthquake-generating device, and three-dimensional survey device |
JP2012122896A (en) * | 2010-12-09 | 2012-06-28 | Railway Technical Research Institute | Method for estimating amplification characteristic of earthquake motion using subway train vibration |
-
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Patent Citations (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP2000338258A (en) * | 1999-05-31 | 2000-12-08 | Natl Res Inst Of Agricultural Engineering | Fill dam control system by specific resistance tomography method and its control method |
JP2004279064A (en) * | 2003-03-12 | 2004-10-07 | Yuzuru Ashida | Three-dimensional reflection survey data acquisition method using s-wave |
JP2005030843A (en) * | 2003-07-10 | 2005-02-03 | Hitachi Ltd | Earth and sand disaster foreknowing system, region data providing system and earth and sand disaster foreknowing method |
JP2006017584A (en) * | 2004-07-01 | 2006-01-19 | Japan Science & Technology Agency | Three-dimensional survey method using s-wave, s-wave earthquake-generating device, and three-dimensional survey device |
JP2012122896A (en) * | 2010-12-09 | 2012-06-28 | Railway Technical Research Institute | Method for estimating amplification characteristic of earthquake motion using subway train vibration |
Non-Patent Citations (1)
Title |
---|
JPN7014001742; 白石和也、他: '地震波干渉法概説' 地学雑誌 117(5), 2008, P.863-869 * |
Cited By (1)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN111323193A (en) * | 2020-04-21 | 2020-06-23 | 河南理工大学 | Civil engineering structure anti-seismic test device |
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