JP2013096720A - Method for monitoring deterioration of rc structure due to reinforcement corrosion and device therefor - Google Patents

Method for monitoring deterioration of rc structure due to reinforcement corrosion and device therefor Download PDF

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JP2013096720A
JP2013096720A JP2011236977A JP2011236977A JP2013096720A JP 2013096720 A JP2013096720 A JP 2013096720A JP 2011236977 A JP2011236977 A JP 2011236977A JP 2011236977 A JP2011236977 A JP 2011236977A JP 2013096720 A JP2013096720 A JP 2013096720A
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corrosion
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deterioration
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JP5690254B2 (en
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Takashi Ushida
貴士 牛田
Kiwamu Tsuno
究 津野
Takashi Nakayama
貴司 仲山
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Railway Technical Research Institute
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PROBLEM TO BE SOLVED: To provide a method for monitoring deterioration of an RC structure due to reinforcement corrosion, which requires a few measurement items and simple measurement, and a device therefor.SOLUTION: In a method for monitoring deterioration of an RC structure, strain gauges 6,7 arranged on a surface of a RC structure (harbor structure) 1 and a data logger connected to the strain gauges 6,7 are used for monitoring progress of reinforcement corrosion of the RC structure by constantly measuring surface strain of concrete.

Description

本発明は、鉄筋腐食によるＲＣ構造物の劣化モニタリング方法及びその装置に関するものである。   The present invention relates to an RC structure deterioration monitoring method and apparatus due to corrosion of reinforcing bars.

港湾施設や感潮河川直下のＲＣ構造物は、非常に厳しい塩害環境にさらされているため、鉄筋腐食が急速に進行する恐れがある。ＲＣ構造物での鉄筋腐食は腐食ひび割れを誘発し、最終的には、コンクリートのはく離・はく落に至らしめるため、第三者影響度の観点からも維持管理を行う際の重要な管理項目である。このような鉄筋腐食に対して、調査時現在の鉄筋腐食量の評価方法は数多く提案されているものの、そのモニタリングやＲＣ構造物の劣化予測を行う手法は未だ確立されていない。また、ＲＣ構造物のひび割れ発生を検知する方法も未だ確立されていない。   RC structures directly under harbor facilities and tidal rivers are exposed to extremely harsh salt damage environments, so there is a risk that rebar corrosion will proceed rapidly. Reinforcement corrosion in RC structures induces corrosion cracking and eventually leads to delamination and flaking of concrete, so it is an important management item when performing maintenance management from the viewpoint of third party influence. . Although many methods for evaluating the amount of corrosion of reinforcing bars at the time of investigation have been proposed for such reinforcement corrosion, methods for monitoring and predicting deterioration of RC structures have not yet been established. In addition, a method for detecting the occurrence of cracks in the RC structure has not yet been established.

ところで、従来のコンクリート中の鉄筋腐食量の評価は、鉄筋をはつり出して行う方法が一般的である。しかしこの方法は、ＲＣ構造物の耐力や安全性に及ぼす影響が懸念される。これに対して、アコースティックエミッション（ＡＥ）や電気化学的な方法に代表される非破壊検査法は、構造物を損傷せずに鉄筋腐食量を評価するものである。しかし、これらの方法は調査時現在の鉄筋腐食量を計測するもので、その予測や常時モニタリングを目的としたものではない。   By the way, a conventional method for evaluating the amount of corrosion of reinforcing bars in concrete is to carry out the reinforcing bars. However, this method is concerned about the influence on the proof stress and safety of the RC structure. On the other hand, nondestructive inspection methods represented by acoustic emission (AE) and electrochemical methods evaluate the amount of corrosion of reinforcing bars without damaging the structure. However, these methods measure the amount of corrosion of reinforcing bars at the time of the survey, and are not intended for prediction or constant monitoring.

ＲＣ構造物のライフサイクルコストを考慮した合理的な維持管理を行うためには、単に調査時現在の鉄筋腐食量を計測するたけでなく、劣化が顕在化する時期、あるいは危険な状態に達する時期を予測して、劣化に伴うＲＣ構造物の耐力の低下を把握することが重要になる。
このような腐食の予測を行うものとしては、例えば、鉄筋腐食の予測方法および鉄筋腐食のモニタリングシステム（下記特許文献１参照）は、常時モニタリングが可能な方法である。この方法は、部材内に埋設された鉄筋を複数の鉄筋要素に区分し、コンクリートに照合電極および対極、コンクリート抵抗計、コンクリート温度計が格納されたセンサボックスを埋設する。コンピュータは、腐食モニタ、切替装置を制御し、センサボックス内のセンサ類を用いて、電気化学的性質を計測するようにしている。 In order to perform rational maintenance management considering the life cycle cost of RC structures, not only simply measure the amount of corrosion of reinforcing bars at the time of the survey, but also when the deterioration becomes apparent or when a dangerous state is reached It is important to predict the decrease in the proof stress of the RC structure due to deterioration.
As a method for predicting such corrosion, for example, a reinforcing bar corrosion prediction method and a reinforcing bar corrosion monitoring system (see Patent Document 1 below) are methods that can always be monitored. In this method, a reinforcing bar embedded in a member is divided into a plurality of reinforcing bar elements, and a sensor box in which a reference electrode and a counter electrode, a concrete resistance meter, and a concrete thermometer are stored in concrete is embedded. The computer controls the corrosion monitor and the switching device, and measures the electrochemical properties using the sensors in the sensor box.

特開２００７−２４０４８１号公報Japanese Patent Laid-Open No. 2007-240481

しかしながら、上記した特許文献１に開示された鉄筋腐食の予測方法および鉄筋腐食のモニタリングシステムは、計測項目が多く、またその計測が煩雑であるといった問題があった。
本発明は、上記状況に鑑みて、計測項目が少なくてすみ、計測も簡便である、鉄筋腐食によるＲＣ構造物の劣化モニタリング方法及びその装置を提供することを目的とする。 However, the reinforcing bar corrosion prediction method and the reinforcing bar corrosion monitoring system disclosed in Patent Document 1 described above have a problem that there are many measurement items and the measurement is complicated.
In view of the above situation, an object of the present invention is to provide a method and an apparatus for monitoring deterioration of an RC structure due to reinforcing bar corrosion, which requires fewer measurement items and is simple in measurement.

本発明は、上記目的を達成するために、
〔１〕鉄筋腐食によるＲＣ構造物の劣化モニタリング方法において、ＲＣ構造物の表面に配置されるひずみゲージとそのひずみゲージに接続されるデータロガーとにより、鉄筋腐食の進行状況をコンクリートの表面ひずみの常時計測でモニタリングすることを特徴とする。 In order to achieve the above object, the present invention provides
[1] In the RC structure deterioration monitoring method due to reinforcing bar corrosion, the progress of reinforcing bar corrosion is measured by the strain gauge placed on the surface of the RC structure and the data logger connected to the strain gauge. It is characterized by constant monitoring.

〔２〕上記〔１〕記載の鉄筋腐食によるＲＣ構造物の劣化モニタリング方法において、数値解析を用いて前記ＲＣ構造物の内部の鉄筋腐食量とそれに伴う鉄筋膨張量を予測し、前記ＲＣ構造物の健全性を把握するとともに、鉄筋の断面減少量を把握することを特徴とする。
〔３〕鉄筋腐食によるＲＣ構造物の劣化モニタリング装置において、ＲＣ構造物の表面に配置されるひずみゲージと、このひずみゲージに接続されるデータロガーとを備え、前記ＲＣ構造物の鉄筋腐食の進行状況をコンクリートの表面ひずみの常時計測でモニタリングすることを特徴とする。 [2] In the deterioration monitoring method for RC structures due to corrosion of reinforcing bars as described in [1] above, the amount of reinforcing steel corrosion inside the RC structure and the amount of expansion of the reinforcing bars accompanying the RC structure are predicted using numerical analysis, and the RC structure It is characterized by grasping the soundness of the steel bars and grasping the cross-sectional reduction amount of the reinforcing bars.
[3] In an RC structure deterioration monitoring apparatus due to rebar corrosion, the RC structure includes a strain gauge disposed on the surface of the RC structure and a data logger connected to the strain gauge, and the progress of rebar corrosion of the RC structure. The situation is monitored by continuous measurement of the surface strain of concrete.

本発明によれば、計測項目が少なくて済み、計測も簡便である、ＲＣ構造物の鉄筋腐食によるＲＣ構造物の劣化モニタリング方法および装置を提供することができる。   According to the present invention, it is possible to provide a method and an apparatus for monitoring deterioration of an RC structure due to corrosion of reinforcing bars of the RC structure, which requires fewer measurement items and is easy to measure.

本発明の実施例を示す港湾構造物の鉄筋腐食の進行状況をコンクリート表面ひずみの常時計測でモニタリングする方法を示す模式図である。It is a schematic diagram which shows the method of monitoring the progress of the reinforcement corrosion of the harbor structure which shows the Example of this invention by the constant measurement of concrete surface distortion. 本発明のＲＣ構造物の鉄筋腐食の進行状況予測におけるをコンクリートの表面ひずみの常時モニタリングと数値解析の概要を示す図である。It is a figure which shows the outline | summary of the continuous monitoring and numerical analysis of the surface distortion of concrete in the progress condition prediction of the reinforcement corrosion of RC structure of this invention. 本発明の実施例を示す鉄筋腐食によるＲＣ構造物のモニタリング装置の模式図である。It is a schematic diagram of the monitoring apparatus of RC structure by rebar corrosion which shows the Example of this invention. 本発明にかかるＲＣ梁供試体のＲＣ構造物のコンクリート表面ひずみの常時モニタリングの検証実験の模式図である。It is a schematic diagram of the verification experiment of the constant monitoring of the concrete surface distortion | strain of the RC structure of the RC beam specimen concerning this invention. 本発明にかかるＲＣ梁供試体の腐食促進試験で計測されたコンクリート表面ひずみを示す図である。It is a figure which shows the concrete surface distortion measured by the corrosion acceleration test of the RC beam specimen concerning this invention. 本発明にかかるＲＣ構造物の数値解析に用いたＲＣモデルを示す図である。It is a figure which shows the RC model used for the numerical analysis of the RC structure concerning this invention. 本発明にかかる鉄筋腐食によるＲＣ構造物の劣化モニタリング方法によるコンクリートのかぶりをパラメータとした３ケース〔図６（ａ）〜図６（ｃ）〕の解析結果を示す図である。It is a figure which shows the analysis result of 3 cases [FIG. 6 (a)-FIG.6 (c)] which made concrete fogging the parameter by the deterioration monitoring method of RC structure by the reinforcement corrosion concerning this invention. 本発明にかかる鉄筋腐食によるＲＣ構造物の劣化モニタリング方法による鉄筋径をパラメータとした２ケース〔図６（ｂ）と図６（ｄ）〕の解析結果を示す図である。It is a figure which shows the analysis result of 2 cases [FIG.6 (b) and FIG.6 (d)] which made the diameter of the reinforcing bar the parameter by the deterioration monitoring method of RC structure by the reinforcing bar corrosion concerning this invention.

鉄筋腐食によるＲＣ構造物の劣化モニタリング方法は、ＲＣ構造物の表面に配置されるひずみゲージとそのひずみゲージに接続されるデータロガーとにより、鉄筋腐食の進行状況をコンクリートの表面ひずみの常時計測でモニタリングする。   The deterioration monitoring method for RC structures due to reinforcement corrosion is a continuous measurement of the surface strain of concrete using a strain gauge placed on the surface of the RC structure and a data logger connected to the strain gauge. Monitor.

以下、本発明の実施の形態について詳細に説明する。
図１は本発明の実施例を示す港湾構造物の鉄筋腐食の進行状況をコンクリート表面ひずみの常時計測でモニタリングする方法を示す模式図である。
この図において、１はＲＣ構造物としての港湾構造物、２は地盤、３は港湾構造物１の一部であるＲＣスラブ、４は港湾構造物１の一部であるＲＣ柱、５は海水、６はＲＣスラブ３の表面に配置されたひずみゲージ、７はＲＣ柱の表面に配置されたひずみゲージである。 Hereinafter, embodiments of the present invention will be described in detail.
FIG. 1 is a schematic diagram showing a method of monitoring the progress of rebar corrosion of a harbor structure according to an embodiment of the present invention by constant measurement of concrete surface strain.
In this figure, 1 is a port structure as an RC structure, 2 is the ground, 3 is an RC slab that is a part of the port structure 1, 4 is an RC pillar that is a part of the port structure 1, and 5 is seawater. , 6 is a strain gauge disposed on the surface of the RC slab 3, and 7 is a strain gauge disposed on the surface of the RC column.

港湾構造物１の鉄筋が腐食すると、その体積が膨張するため、コンクリートが内部から荷重を受け、コンクリートの表面にひずみが生じる。そこで、港湾構造物１の表面ひずみを計測することで、その体積膨張量、すなわち、鉄筋腐食量をモニタリングする。
ここでは、港湾構造物１の一部であるＲＣスラブ３と港湾構造物１の一部であるＲＣ柱４の鉄筋腐食の進行状況を、ひずみゲージ６，７とデータロガー（後述の図３参照）により、コンクリートの表面ひずみの常時計測でモニタリングするようにしている。なお、データロガーとは、特定の時刻に観測量を自動的に走査し、その値をチャート上に記録又は記入する記録計である。 When the reinforcing bar of the harbor structure 1 is corroded, its volume expands, so that the concrete receives a load from the inside, and the concrete surface is distorted. Therefore, by measuring the surface strain of the harbor structure 1, the volume expansion amount, that is, the reinforcement corrosion amount is monitored.
Here, the progress of rebar corrosion of the RC slab 3 which is a part of the harbor structure 1 and the RC pillar 4 which is a part of the harbor structure 1 is represented by strain gauges 6 and 7 and a data logger (see FIG. 3 described later). ) To monitor by constant measurement of concrete surface strain. The data logger is a recorder that automatically scans an observation amount at a specific time and records or enters the value on a chart.

このように、本発明の鉄筋腐食によるＲＣ構造物の劣化モニタリングでは、
（１）ひずみゲージ６，７を港湾構造物１の建設時に、コンクリート表層近傍に埋設する。あるいは、建設直後に表面に設置する。
（２）次に、このひずみゲージ６，７により、港湾構造物１の鉄筋位置直上のコンクリート表面ひずみを常時計測する。 As described above, in the deterioration monitoring of the RC structure due to the reinforcement corrosion of the present invention,
(1) The strain gauges 6 and 7 are buried near the concrete surface layer when the harbor structure 1 is constructed. Or install it on the surface immediately after construction.
(2) Next, the strain gauges 6 and 7 always measure the concrete surface strain immediately above the reinforcing bar position of the harbor structure 1.

（３）計測されるひずみの変化で鉄筋の腐食進行を予測し、さらに歪みの急激な変化で、ひび割れ発生を判定する。
図２は本発明のＲＣ構造物の鉄筋腐食の進行状況予測におけるコンクリートの表面ひずみの常時モニタリングと数値解析の概要を示す図である。
この図において、１０はＲＣ構造物、１１は鉄筋、１２は鉄筋体積ひずみ、１３はコンクリート、１４はコンクリート表面、１５はコンクリート表面ひずみである。 (3) The progress of corrosion of the reinforcing bar is predicted based on the measured strain change, and the occurrence of cracks is determined based on the rapid strain change.
FIG. 2 is a diagram showing an outline of constant monitoring and numerical analysis of concrete surface strain in predicting the progress of rebar corrosion of RC structures of the present invention.
In this figure, 10 is an RC structure, 11 is a reinforcing bar, 12 is a reinforcing bar volume strain, 13 is concrete, 14 is a concrete surface, and 15 is a concrete surface strain.

ここでは、上記したＲＣ構造物１０の表面ひずみの常時モニタリング結果から、数値解析を用いてＲＣ構造物内部の鉄筋腐食量とそれに伴う鉄筋膨張量を予測し、ＲＣ構造物の健全性を把握するとともに、ＲＣ構造物の鉄筋１１の実質的な断面減少量を把握するようにしている。
すなわち、鉄筋１１の腐食によって鉄筋１１の体積が膨張する（鉄筋体積ひずみ１２）ため、その影響を受けて、コンクリート表面１４にコンクリート表面ひずみ１５が発生する。この鉄筋体積ひずみ１２とコンクリート表面ひずみ１５との関係をモデル化することにより、コンクリート１３中の鉄筋１１をはつり出すことなく、腐食量を予測することができる。このように数値解析を用いてＲＣ構造物の鉄筋腐食の進行状況を予測する。 Here, from the results of constant monitoring of the surface strain of the RC structure 10 described above, the amount of reinforcement corrosion inside the RC structure and the amount of expansion of the reinforcing bar accompanying it are predicted using numerical analysis, and the soundness of the RC structure is grasped. At the same time, the substantial cross-sectional reduction amount of the reinforcing bar 11 of the RC structure is grasped.
That is, since the volume of the reinforcing bar 11 expands due to corrosion of the reinforcing bar 11 (reinforcing bar volume strain 12), a concrete surface strain 15 is generated on the concrete surface 14 due to the influence thereof. By modeling the relationship between the reinforcing bar volume strain 12 and the concrete surface strain 15, the amount of corrosion can be predicted without protruding the reinforcing bar 11 in the concrete 13. In this way, the progress of rebar corrosion of the RC structure is predicted using numerical analysis.

次に、上記したＲＣ構造物の鉄筋腐食量の予測をもとに、ＲＣ構造物の鉄筋腐食量やＲＣ構造物の健全性を予測する。例えば、コンクリート１３の水セメント比や、表面の塩分量は塩害に起因するＲＣ構造物の鉄筋腐食の進行速度を決定するパラメータである。モニタリング結果と数値解析を用いて、これらの条件が異なるＲＣ構造物の劣化の予測を行う。   Next, based on the prediction of the reinforcing bar corrosion amount of the RC structure described above, the reinforcing bar corrosion amount of the RC structure and the soundness of the RC structure are predicted. For example, the water-cement ratio of the concrete 13 and the amount of salt on the surface are parameters that determine the progression rate of rebar corrosion of RC structures caused by salt damage. Using monitoring results and numerical analysis, the deterioration of RC structures with different conditions is predicted.

図３は本発明の実施例を示す鉄筋腐食によるＲＣ構造物のモニタリング装置の模式図である。
この図において、２１は計測対象物としてのＲＣ構造物、２２は鉄筋、２３はＲＣ構造物の表面、２４はひずみゲージ、２５はひずみゲージ２４に接続されたデータロガー、２６はＲＣ構造物の表面２３にひずみゲージ２４が配置されるように設けられるモニタリング装置である。 FIG. 3 is a schematic view of an RC structure monitoring apparatus by reinforcing bar corrosion showing an embodiment of the present invention.
In this figure, 21 is an RC structure as an object to be measured, 22 is a reinforcing bar, 23 is a surface of the RC structure, 24 is a strain gauge, 25 is a data logger connected to the strain gauge 24, and 26 is an RC structure. This is a monitoring device provided so that a strain gauge 24 is arranged on the surface 23.

このような簡単な構成により、上記したように、鉄筋腐食によるＲＣ構造物のモニタリングを行うことができる。
また、上記したモニタリング方法で収集したコンクリート表面ひずみのデータと、数値解析から得られたモデルを用いることで、ＲＣ構造物の劣化予測を行う。
図４は本発明にかかるＲＣ梁供試体のコンクリート表面ひずみの常時モニタリングの検証実験の模式図である。 With such a simple configuration, as described above, it is possible to monitor the RC structure by reinforcing bar corrosion.
In addition, the deterioration of the RC structure is predicted by using the concrete surface strain data collected by the monitoring method described above and the model obtained from the numerical analysis.
FIG. 4 is a schematic diagram of a verification experiment for continuous monitoring of the concrete surface strain of the RC beam specimen according to the present invention.

この図において、３０はＲＣ梁供試体、３１は鉄筋、３２はコンクリート、３３はコンクリート表面、３４〜３８はコンクリート表面３３に配置された５つのひずみゲージ１〜５、３９はコンクリート表面３３上に溜められた３％ＮａＣｌ水溶液である。
厳しい塩害環境にさらされる港湾構造物への適用も視野に、水中でもモニタリング可能であることを確認するため、図４に示すＲＣ梁供試体３０を対象とした電食による一面浸漬条件で腐食促進試験（電食試験）を行った。コンクリート表面ひずみの計測は５つのひずみゲージ３４〜３８を設置して行った。また、腐食促進試験は１．０Ａの定電流条件で行った。 In this figure, 30 is an RC beam specimen, 31 is a reinforcing bar, 32 is concrete, 33 is a concrete surface, 34 to 38 are five strain gauges 1 to 5 arranged on the concrete surface 33, 39 is on the concrete surface 33. This is a 3% NaCl aqueous solution.
In order to confirm that it can be monitored even in water with a view to application to harbor structures exposed to harsh salt damage environments, corrosion promotion is promoted under one-side immersion conditions by electrolytic corrosion for RC beam specimen 30 shown in FIG. A test (electric corrosion test) was conducted. The concrete surface strain was measured by installing five strain gauges 34-38. Further, the corrosion acceleration test was performed under a constant current condition of 1.0 A.

図５に本発明にかかるＲＣ梁供試体の腐食促進試験で計測されたコンクリート表面ひずみを示す図であり、図５（ａ）はその全体試験期間の計測結果を示し、図５（ｂ）は図５（ａ）の一部拡大図である。これらの図から明らかなように積算電流量が１０Ａｈ程度でひずみが急増している。
この結果より、水中に設置したＲＣ梁供試体でも、コンクリート表面ひずみを採取することが可能であることを確認した。 FIG. 5 is a view showing the concrete surface strain measured in the corrosion acceleration test of the RC beam specimen according to the present invention, FIG. 5 (a) shows the measurement result of the entire test period, and FIG. FIG. 6 is a partially enlarged view of FIG. As is clear from these figures, the distortion increases rapidly when the integrated current amount is about 10 Ah.
From this result, it was confirmed that the RC surface specimen installed in water can collect the concrete surface strain.

また、ＲＣ梁供試体の鉄筋の腐食ひび割れ発生時期と考えられるひずみ増加速度の急激な変化が認められた。本試験では、１０Ａｈ程度でその変化が認められた。
次に、数値解析によるＲＣ構造物の劣化予測方法について説明する。
図６は本発明にかかる数値解析に用いたＲＣモデルを示す図である。
この図において、４１は直径１６ｍｍの鉄筋、４１′は直径１０ｍｍの鉄筋、４２はコンクリートである。図６（ａ）はコンクリートかぶり６０ｍｍ−鉄筋径１６ｍｍの場合、図６（ｂ）はコンクリートかぶり３０ｍｍ−鉄筋径１６ｍｍの場合、図６（ｃ）はコンクリートかぶり１５ｍｍ−鉄筋径１６ｍｍの場合、図６（ｄ）はコンクリートかぶり３０ｍｍ−鉄筋径１０ｍｍの場合を示している。 In addition, a rapid change in strain increase rate, which is considered to be the time of occurrence of corrosion cracks in the reinforcing bars of RC beam specimens, was observed. In this test, the change was recognized at about 10 Ah.
Next, a method for predicting deterioration of an RC structure by numerical analysis will be described.
FIG. 6 is a diagram showing an RC model used for numerical analysis according to the present invention.
In this figure, reference numeral 41 is a reinforcing bar having a diameter of 16 mm, 41 'is a reinforcing bar having a diameter of 10 mm, and 42 is concrete. 6A shows a concrete cover 60 mm-rebar diameter 16 mm, FIG. 6B shows a concrete cover 30 mm-rebar diameter 16 mm, and FIG. 6C shows a concrete cover 15 mm-rebar diameter 16 mm. (D) shows a case where the concrete cover is 30 mm and the reinforcing bar diameter is 10 mm.

数値解析を用いてコンクリート表面ひずみ−鉄筋体積ひずみ関係をモデル化する。ここでは有限要素法を用いたモデル化を例示する。解析対象は図６に示す４モデルである。図６（ａ）〜図６（ｃ）はコンクリートかぶりをパラメータとしており、図６（ｂ）と図６（ｄ）は鉄筋径をパラメータとしている。各ケースで鉄筋体積ひずみが１００，２００，５００，６００，１，０００μｍとしたときのコンクリート表面ひずみを得る。それらの結果からコンクリート表面ひずみ−鉄筋体積ひずみ関係をモデル化する。   The relationship between concrete surface strain and rebar volume strain is modeled using numerical analysis. Here, modeling using the finite element method is illustrated. The analysis target is the four models shown in FIG. FIGS. 6A to 6C use the concrete cover as a parameter, and FIGS. 6B and 6D use the reinforcing bar diameter as a parameter. In each case, the concrete surface strain is obtained when the reinforcing bar volume strain is 100, 200, 500, 600, 1,000 μm. From these results, the concrete surface strain-rebar volume strain relationship is modeled.

図７に本発明にかかる鉄筋腐食によるＲＣ構造物の劣化モニタリング方法によるコンクリートかぶりをパラメータとした３ケース〔図６（ａ）〜図６（ｃ）〕の解析結果を示す。同じ鉄筋体積ひずみが発生しているとき、かぶりが大きいときほどコンクリート表面ひずみが小さい。これは、定性的に正しい結果であるといえる。
図８に本発明にかかる鉄筋腐食によるＲＣ構造物の劣化モニタリング方法による鉄筋径をパラメータとした２ケース〔図６（ｂ）と図６（ｄ）〕の解析結果を示す。同じ鉄筋体積ひずみが発生しているとき、鉄筋径が大きいほどコンクリート表面ひずみが大きい。これは、定性的に正しい結果であるといえる。 FIG. 7 shows the analysis results of three cases [FIGS. 6 (a) to 6 (c)] using the concrete cover as a parameter by the RC structure deterioration monitoring method due to rebar corrosion according to the present invention. When the same rebar volume strain occurs, the larger the cover, the smaller the concrete surface strain. This is a qualitatively correct result.
FIG. 8 shows the analysis results of two cases [FIGS. 6B and 6D] using the diameter of the reinforcing bar as a parameter by the RC structure deterioration monitoring method due to reinforcing bar corrosion according to the present invention. When the same rebar volume strain occurs, the concrete surface strain increases as the rebar diameter increases. This is a qualitatively correct result.

なお、本発明は上記実施例に限定されるものではなく、本発明の趣旨に基づき種々の変形が可能であり、これらを本発明の範囲から排除するものではない。   In addition, this invention is not limited to the said Example, Based on the meaning of this invention, a various deformation | transformation is possible and these are not excluded from the scope of the present invention.

本発明の鉄筋腐食によるＲＣ構造物の劣化モニタリング方法は、計測項目が少なくて済み、計測も簡便である、鉄筋腐食によるＲＣ構造物の劣化モニタリング方法として利用可能である。   The method for monitoring deterioration of RC structures due to corrosion of reinforcing bars according to the present invention can be used as a method for monitoring deterioration of RC structures due to corrosion of reinforcing bars, which requires only a small number of measurement items and is easy to measure.

１，１０，２１ ＲＣ構造物（港湾構造物）
２ 地盤
３ ＲＣスラブ
４ ＲＣ柱
５ 海水
６，７，２４，３４〜３８ ひずみゲージ
１１，２２，３１，４１，４１′ 鉄筋
１２ 鉄筋体積ひずみ
１３，３２，４２ コンクリート
１４，３３ コンクリート表面
１５ コンクリート表面ひずみ
２３ ＲＣ構造物の表面
２５ データロガー
２６ モニタリング装置
３０ ＲＣ梁供試体
３９ ３％ＮａＣｌ水溶液 1,10,21 RC structure (harbor structure)
2 Ground 3 RC slab 4 RC pillar 5 Seawater 6, 7, 24, 34 to 38 Strain gauge 11, 22, 31, 41, 41 'Reinforcement 12 Reinforced volume strain 13, 32, 42 Concrete 14, 33 Concrete surface 15 Concrete surface Strain 23 Surface of RC structure 25 Data logger 26 Monitoring device 30 RC beam specimen 39 3% NaCl aqueous solution

Claims (3)

ＲＣ構造物の表面に配置されるひずみゲージと該ひずみゲージに接続されるデータロガーとにより、鉄筋腐食の進行状況をコンクリートの表面ひずみの常時計測でモニタリングすることを特徴とする鉄筋腐食によるＲＣ構造物の劣化モニタリング方法。   Reinforcement corrosion RC structure characterized by continuously monitoring the progress of rebar corrosion by measuring the surface strain of concrete with a strain gauge placed on the surface of the RC structure and a data logger connected to the strain gauge. Monitoring method for deterioration of objects. 請求項１記載の鉄筋腐食によるＲＣ構造物の劣化モニタリング方法において、数値解析を用いて前記ＲＣ構造物の内部の鉄筋腐食量とそれに伴う鉄筋膨張量を予測し、前記ＲＣ構造物の健全性を把握するとともに、鉄筋の断面減少量を把握することを特徴とする鉄筋腐食によるＲＣ構造物の劣化モニタリング方法。   In the deterioration monitoring method of RC structure by rebar corrosion of Claim 1, the amount of rebar corrosion inside the RC structure and the accompanying amount of rebar expansion are predicted using numerical analysis, and the soundness of the RC structure is determined. A method for monitoring deterioration of RC structure due to corrosion of reinforcing bars, characterized by grasping the amount of cross-section reduction of the reinforcing bars while grasping. ＲＣ構造物の表面に配置されるひずみゲージと、該ひずみゲージに接続されるデータロガーとを備え、前記ＲＣ構造物の鉄筋腐食の進行状況をコンクリートの表面ひずみの常時計測でモニタリングすることを特徴とする鉄筋腐食によるＲＣ構造物の劣化モニタリング装置。   A strain gauge disposed on the surface of the RC structure and a data logger connected to the strain gauge are provided, and the progress of rebar corrosion of the RC structure is monitored by constantly measuring the surface strain of the concrete. Deterioration monitoring device for RC structures due to corrosion of reinforcing bars.
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