JP6325940B2 - Empty pile stone wall deformation measuring device and method - Google Patents
Empty pile stone wall deformation measuring device and method Download PDFInfo
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Description
本発明は、空積み石垣変状計測装置及び方法に関し、特に、城郭や社寺の空積み石垣など、伝統的工法で構築され文化財的価値の高い空積み石垣の変状の計測に使用する空積み石垣変状計測装置及び方法に関する。 The present invention relates to an empty stone wall deformation measuring device and method, and more particularly, to an empty stone wall deformation measuring device that is constructed by a traditional construction method and has high cultural property value, such as an empty stone wall of a castle or a shrine. The present invention relates to a stone wall deformation measuring device and method.
わが国に現存する城郭石垣などの伝統的な空積み石垣は、その多くが築造から４００年以上を経過しており、経年劣化により、変状が進んでいる。また、これらの石垣は地震や豪雨などの自然災害によっても変形が顕在化している。このような石垣の変状により石垣の不安定化が進行した場合、安定性を向上させるために、補修が必要となる。
この種の石垣の補修に当たっては、石垣の変状を把握することが必要であり、この変状を計測するために、従来から、次のような方法が行われている。
（１）石垣前面にいくつかの測点を設け、光波測量などにより座標を求め、その移動量を求める。
（２）石垣の築石の割れやずれ、間詰め石の落下、石垣上端部や基礎部の沈下、亀裂など、石垣の周辺状況を、目視で、調査する。
（３）石材の表面にひずみゲージを貼り付け、石材自体に作用するひずみから応力状態を推定する。
また、本願出願人にあっては、従前、石垣の診断装置を特許文献１により提案している。この診断装置は、石垣表面から電磁波を送受信して石垣内部の状況を把握しようとするもので、この診断装置を用いた計測方法により、石垣に損傷を与えることなく、空洞の有無や範囲などを調査することができる。
Many of the traditional empty stone walls, such as the castle stone walls that exist in Japan, have been over 400 years old and have been deformed due to deterioration over time. In addition, these stone walls are also deformed by natural disasters such as earthquakes and heavy rains. When destabilization of the stone wall proceeds due to such deformation of the stone wall, repair is necessary to improve stability.
In repairing this type of stone wall, it is necessary to grasp the deformation of the stone wall, and in order to measure this deformation, the following methods have been conventionally performed.
(1) A number of measurement points are provided in front of the stone wall, the coordinates are obtained by light wave surveying, and the movement amount is obtained.
(2) Visually investigate the surroundings of the stone wall, such as cracks and shifts in stone walls, falling stones, sinking of the top and foundations of the stone wall, and cracks.
(3) A strain gauge is attached to the surface of the stone, and the stress state is estimated from the strain acting on the stone itself.
In addition, the applicant of the present application has proposed a diagnostic apparatus for stone walls according to Patent Document 1 in the past. This diagnostic device tries to grasp the situation inside the stone wall by transmitting and receiving electromagnetic waves from the surface of the stone wall, and the measurement method using this diagnostic device can check the presence or range of the cavity without damaging the stone wall. Can be investigated.
しかしながら、上記従来の空積み石垣の変状計測方法では、次のような問題がある。
（１）石垣の表面の測量や外観の観察では、石垣表面の変位、変形から間接的に石垣の内部状況を推定することとなり、直接、石垣の内部の変形状態やその量を把握することができない。石垣は築石部、栗石層、地山層の３層構造をなし、石垣の変形は栗石の沈下によるものや地山層のすべり変形などによるものが多数存在しており、石垣の表面からの調査では、石垣内部のどの部分に変状が発生したかを判断することができない。
また、このような石垣の目視による調査では、石垣内部の変形状態の変化が外見上の変位として顕在化した段階で初めて把握可能となるので、石垣内部の変状を早期に捉えることができない。石垣の適切な維持管理対策を講じるためにも、内部状況の早期の把握が求められる。
（２）ひずみゲージを用いて、石材自体に作用するひずみから応力状態を推定しようとする場合、石材の表面のひずみは、温度の影響を大きく受けること、石材の局所的な浮きや剥離、風化などの影響が大きいことなどから、構造体としての石垣の変形状態を把握することは難しい。
（３）石垣内部の電磁波による探査では、石垣背面の空洞の有無や地盤と栗石の構造などの内部状況は推定できるものの、石垣内部の変形状態を直接測定することができず、前述と同様に、変状箇所を特定することが難しい。
However, the conventional method for measuring deformation of empty stone walls has the following problems.
(1) In surveying and observing the appearance of the surface of the stone wall, the internal situation of the stone wall is estimated indirectly from the displacement and deformation of the surface of the stone wall, and it is possible to directly grasp the deformation state and the amount inside the stone wall. Can not. The stone wall has a three-layer structure of the stone-building part, the Kuriishi layer, and the Chiyama layer, and there are many deformations of the stone wall due to the settlement of the Kuriishi and the slip deformation of the ground mountain layer, and the investigation from the surface of the stone wall Then, it is impossible to judge in which part of the stone wall the deformation has occurred.
In addition, in such a visual inspection of the stone wall, it is not possible to grasp the deformation inside the stone wall at an early stage because it becomes possible to grasp the change of the deformation state inside the stone wall for the first time at the stage where it appears as an apparent displacement. In order to take appropriate Ishigaki maintenance and management measures, an early grasp of the internal situation is required.
(2) When using a strain gauge to estimate the stress state from the strain acting on the stone itself, the surface strain of the stone is greatly affected by temperature, local floatation and peeling of the stone, and weathering It is difficult to grasp the deformation state of the stone wall as a structure because it has a large influence.
(3) In the exploration by the electromagnetic wave inside the stone wall, although it is possible to estimate the internal conditions such as the presence of the cavity behind the stone wall and the structure of the ground and the chestnut, it is not possible to directly measure the deformation state inside the stone wall. It is difficult to identify the deformed part.
また、従来から、ロックボルトやアンカーにひずみゲージや応力計などを取り付けた計測装置を用いて地山内部の応力状態を計測する方法があり、本願出願人は、この方法を空積み石垣の変状の計測方法として着目した。しかしながら、この方法では、計測装置を地山に挿入し、その周辺（計測装置と地山の間隙）にセメントミルクなどを充填して地山と一体化することで計測を可能とするため、変状の計測や補修においてセメントなどの利用を大きく制約される文化財の石垣には適用することができない。また、この方法の場合、ロックボルトやアンカーを、施工機械を使って、石垣に挿入するため、施工機械の振動が石垣の安定性に大きく影響する懸念がある。 Conventionally, there has been a method of measuring the stress state inside a natural ground using a measuring device in which a strain gauge or a stress gauge is attached to a rock bolt or anchor, and the present applicant has changed this method to an empty stone wall. We paid attention as a measuring method of the shape. However, in this method, the measurement device can be measured by inserting the measurement device into a natural ground, filling the surrounding area (the gap between the measurement device and the natural ground) with cement milk, etc., and integrating it with the natural ground. It cannot be applied to stone walls of cultural properties where the use of cement etc. is greatly restricted in measuring and repairing conditions. In this method, since the lock bolt and the anchor are inserted into the stone wall using the construction machine, there is a concern that the vibration of the construction machine greatly affects the stability of the stone wall.
本発明は、このような従来の問題を解決するものであり、特に（１）石垣の経年劣化や地震、豪雨などの外的要因により変化する石垣の内部の変形状態を、直接、把握することができること、（２）石垣内部の変形状態が外見上には顕在化しない初期の段階から、石垣内部の変状を把握できること、（３）石垣の表面は直射日光などの影響で温度変化が（石垣の内部（奥）と比べて）大きいが、このような温度変化の影響を受けることなしに、石垣内部の変状を正確に計測できることなどを実現し、石垣内部に発生した変状を可及的に早い段階で正確に把握することのできる空積み石垣変状計測装置、及び石垣内部から直接データを取得し、石垣内部に発生した変状を可及的に早い段階で正確に把握することのできる空積み石垣変状計測方法を提供すること、を目的とする。 The present invention solves such conventional problems, and in particular, (1) To directly grasp the deformation state of the stone wall that changes due to external factors such as aging of the stone wall, earthquakes, and heavy rain. (2) It is possible to grasp the deformation inside the stone wall from the initial stage where the deformation state inside the stone wall is not apparent, (3) The surface of the stone wall is subject to temperature changes due to direct sunlight ( Although it is large (compared to the interior (back) of the stone wall), it is possible to accurately measure the deformation inside the stone wall without being affected by such temperature changes, and the deformation occurring inside the stone wall is possible. An empty stone wall deformation measuring device that can be accurately grasped as early as possible, and directly acquiring data from inside the stone wall, and accurately grasping the deformation occurring inside the stone wall as early as possible Empty stone wall deformation measurement method To provide, for the purpose of.
上記目的を達成するために、本発明は、背面地盤に沿って多数の裏栗石が介在され多数の築石が略階層状に積み上げられて構築された空積み石垣の変状を計測する空積み石垣変状計測装置であって、鉄筋、ステンレス鋼棒を含む金属棒材からなるモニタリング棒と、前記モニタリング棒の外周面に軸方向に向けて溝を形成され、当該溝内に所定の間隔で複数の箇所に取り付けられるひずみゲージ、及び前記各ひずみゲージに接続され、前記溝内に配線されて前記溝の一端側から引き出されるひずみゲージ用の複数の測定ケーブルと、前記モニタリング棒の溝内に適宜の位置の複数の個所に取り付けられ、石垣内部の温度を計測する複数の温度センサ、及び前記各温度センサに接続され、前記溝内に配線されて前記溝の一端側から引き出される温度センサ用の測定ケーブルと、前記溝内に充填され、前記溝内に前記各ひずみゲージ及び前記各温度センサを前記各測定ケーブルとともに封入し保護する封止樹脂からなる保護カバーとを備えて構成され、空積み石垣の築石間から当該石垣の内部に挿入して、石垣の内部の変状をモニタリングする、ことを要旨とする。
また、本装置は、次のような構成を備える。
（１）モニタリング棒は、空積み石垣の築石間の間隙から挿入可能な直径と、築石から背面地盤に近接する位置まで延びる長さを有する。
（２）モニタリング棒は、一端面が打撃用の面として形成され、外周面の一端側に各測定ケーブルの引き出し部が設けられる。
（３）ひずみゲージ、温度センサから得られた測定結果を保存するための記録装置を併せて備え、前記記録装置とひずみゲージ用、温度センサ用の各測定ケーブルがコネクタを介して着脱可能に接続される。
In order to achieve the above-mentioned object, the present invention measures the deformation of an empty stone wall constructed by a large number of stones piled up in a substantially hierarchical manner with a large number of back stones interposed along the back ground. Ishigaki deformation measuring device, a monitoring rod made of a metal rod including a reinforcing bar and a stainless steel rod, and a groove is formed in the outer circumferential surface of the monitoring rod in the axial direction, and at a predetermined interval in the groove A plurality of strain gauges attached to a plurality of locations, a plurality of strain gauges connected to the strain gauges, wired in the grooves and pulled out from one end of the grooves, and in the grooves of the monitoring rods A plurality of temperature sensors that are attached to a plurality of locations at appropriate positions and that measure the temperature inside the stone wall, and are connected to the temperature sensors, wired in the groove, and drawn from one end of the groove. A measurement cable for a temperature sensor, and a protective cover made of a sealing resin that fills the groove and encloses and protects the strain gauges and the temperature sensors together with the measurement cables. The gist is to monitor the deformation inside the stone wall by inserting it into the inside of the stone wall between the stones of the empty stone wall.
Moreover, this apparatus has the following configuration.
(1) The monitoring rod has a diameter that can be inserted from a gap between stones in an empty stone wall and a length that extends from the stone to a position close to the back ground.
(2) One end surface of the monitoring rod is formed as a surface for hitting, and a lead-out portion for each measurement cable is provided on one end side of the outer peripheral surface.
(3) A recording device for storing the measurement results obtained from the strain gauge and the temperature sensor is also provided, and the recording device and the measuring cables for the strain gauge and the temperature sensor are detachably connected via connectors. Is done.
また、上記目的を達成するために、本発明は、背面地盤に沿って多数の裏栗石が介在され多数の築石が略階層状に積み上げられて構築された空積み石垣の変状を計測する空積み石垣変状計測方法であって、上記の装置を空積み石垣の築石間から石垣の内部へ打ち込み挿入して、石垣の内部に設置するステップと、前記装置の設置後、前記装置を、ひずみゲージ用、温度センサ用の各測定ケーブルにより、前記ひずみゲージ、温度センサで得られた測定結果を記録保存するための記録装置に接続して、前記記録装置に、モニタリング棒の各ひずみゲージのひずみ値、及び各温度センサの温度を記録し、当該記録された各温度に基づいて当該記録された前記各ひずみ値の温度補正を行った後の値を初期値とするステップと、前記初期値の取得後、一定期間毎に、及び／又は地震や雨を含む自然災害の発生によって石垣に変形が生じたときに、前記装置を、前記ひずみゲージ用、温度センサ用の各測定ケーブルにより、前記記録装置に接続して、前記記録装置に、前記モニタリング棒の前記各ひずみゲージのひずみ値、及び前記各温度センサの温度を記録し、当該記録された各温度に基づいて当該記録された前記各ひずみ値の温度補正を行った後の値と前記初期値又は前回測定時の値との差から前記モニタリング棒に生じた曲げひずみ分布を求めるステップと、前記曲げひずみ分布から前記モニタリング棒の変形量を算出し、この変形量を石垣の内部の変形量として、石垣の内部の変形状態を把握するステップとを有する、ことを要旨とする。
また、本方法は、石垣の積み直し工事に併用し、前記積み直し工事の施工過程での石垣の内部の荷重の変化を直接把握し、施工管理に適用する。
In order to achieve the above-mentioned object, the present invention measures the deformation of an empty stone wall constructed by a large number of stones piled up in a substantially hierarchical manner with a large number of stones interposed along the back ground. A method for measuring deformation of an empty stone wall, the step of inserting the above device into the stone wall from between the stonework of the empty stone wall, and installing the device inside the stone wall, and after installing the device, Connected to the recording device for recording and storing the measurement results obtained by the strain gauge and the temperature sensor by means of the measurement cables for the strain gauge and the temperature sensor, the strain gauges of the monitoring rod are connected to the recording device. Recording the strain value of each and the temperature of each temperature sensor, and setting the initial value to a value after performing temperature correction of each recorded strain value based on each recorded temperature; and After getting the value, When the stone wall is deformed at regular intervals and / or due to the occurrence of natural disasters including earthquakes and rain, the device is connected to the recording device by means of measuring cables for the strain gauge and temperature sensor. Then, in the recording device, the strain value of each strain gauge of the monitoring rod and the temperature of each temperature sensor are recorded, and the temperature of each recorded strain value based on each recorded temperature Calculating the bending strain distribution generated in the monitoring rod from the difference between the value after the correction and the initial value or the value at the previous measurement, and calculating the deformation amount of the monitoring rod from the bending strain distribution, The gist of the present invention is to have a step of grasping the deformation state inside the stone wall, with this deformation amount as the deformation amount inside the stone wall.
In addition, this method is used in combination with stone wall re-laying work, and the change in the load inside the stone wall during the construction process of the re-loading work is directly grasped and applied to construction management.
本発明の空積み石垣変状計測装置では、上記の構成により、本装置を空積み石垣の築石間から石垣の内部へ打ち込み挿入して石垣の内部に設置し、本装置に、ひずみゲージ用、温度センサ用の各測定ケーブルにより、記録装置を接続して、この記録装置に、モニタリング棒の各ひずみゲージのひずみ値及び各温度センサの温度を測定、記録し、各温度センサの温度に基づいて各ひずみゲージのひずみ値の温度補正を行った後の値を初期値とし、この初期値の取得後、一定期間毎に、及び／又は地震や雨を含む自然災害の発生によって石垣に変形が生じたときに、同様に、本装置に記録装置を接続して、この記録装置に、モニタリング棒の各ひずみゲージのひずみ値及び各温度センサの温度を測定、記録し、当該各ひずみ値の温度補正を行って得られた値と初期値又は前回測定時の値との差からモニタリング棒に生じた曲げひずみ分布を求め、この曲げひずみ分布からモニタリング棒の変形量を算出して、この変形量を石垣の内部の変形量として、石垣の内部の変形状態を把握することができる。
したがって、本装置によれば、次のような本発明独自の効果を奏する。
（１）石垣の経年劣化や地震、豪雨などの外的要因により変化する石垣の内部の変形状態を、直接、把握することができる。
（２）石垣内部の変形状態が外見上には顕在化しない初期の段階から、石垣内部の変状を把握することができる。
（３）石垣の表面は直射日光などの影響で温度変化が（石垣の内部（奥）と比べて）大きいが、このような温度変化の影響を受けることなしに、石垣内部の変状を正確に計測することができる。
以上により、石垣の内部に発生した変状を可及的に早い段階で正確に把握することができる。
In the empty stone wall deformation measuring device of the present invention, with the above configuration, this device is driven into the stone wall between the stones of the empty stone wall and inserted into the stone wall, and installed in the stone wall. The recording device is connected by each measurement cable for the temperature sensor, and the strain value of each strain gauge of the monitoring rod and the temperature of each temperature sensor are measured and recorded in this recording device, and based on the temperature of each temperature sensor. The initial value is the value after the temperature correction of the strain value of each strain gauge. After obtaining this initial value, the stone wall is deformed at regular intervals and / or due to the occurrence of natural disasters including earthquakes and rain. Similarly, a recording device is connected to this device, and the strain value of each strain gauge of the monitoring rod and the temperature of each temperature sensor are measured and recorded in this recording device. Make corrections The bending strain distribution generated in the monitoring rod is obtained from the difference between the measured value and the initial value or the value at the previous measurement, and the deformation amount of the monitoring rod is calculated from this bending strain distribution. As the amount of deformation, the deformation state inside the stone wall can be grasped.
Therefore, according to this apparatus, the following effects unique to the present invention can be achieved.
(1) It is possible to directly grasp the deformation state inside the stone wall that changes due to external factors such as aging of the stone wall, earthquake, and heavy rain.
(2) The deformation inside the stone wall can be grasped from the initial stage where the deformation state inside the stone wall does not appear apparently.
(3) Although the surface of the stone wall has a large temperature change (compared to the inside (back) of the stone wall) due to the influence of direct sunlight, the inside of the stone wall is accurately affected without being affected by such a temperature change. Can be measured.
As described above, the deformation generated inside the stone wall can be accurately grasped as early as possible.
本発明の空積み石垣変状計測方法では、本装置を空積み石垣の築石間から石垣の内部へ打ち込み挿入して石垣の内部に設置し、本装置に、ひずみゲージ用、温度センサ用の各測定ケーブルにより、記録装置を接続して、この記録装置に、モニタリング棒の各ひずみゲージのひずみ値及び各温度センサの温度を測定、記録し、各温度センサの温度に基づいて各ひずみゲージのひずみ値の温度補正を行った後の値を初期値とし、この初期値の取得後、一定期間毎に、及び／又は地震や雨を含む自然災害の発生によって石垣に変形が生じたときに、同様に、本装置に記録装置を接続して、この記録装置に、モニタリング棒の各ひずみゲージのひずみ値及び各温度センサの温度を測定、記録し、当該各ひずみ値の温度補正を行って得られた値と初期値又は前回測定時の値との差からモニタリング棒に生じた曲げひずみ分布を求め、この曲げひずみ分布からモニタリング棒の変形量を算出して、この変形量を石垣の内部の変形量として、石垣の内部の変形状態を把握する。
したがって、本方法によれば、次のような本発明独自の効果を奏する。
（１）石垣の内部から直接データを取得して、石垣の内部のひずみから変形状態を推定し、石垣の安定性を評価することができる。
（２）本装置の固定点を仮定することで、曲げひずみの分布状況からモニタリング棒のたわみ状況を把握することができ、直感的に、石垣の内部の荷重の作用状況を把握することができる。
（３）目視観察では評価できない変状でも早期に把握でき、適切な維持管理対策を早期に実施することができる。
（４）積み直し工事や新設石垣工事においては、石垣に作用する荷重の変化から、上載荷重が正しく作用するかどうかを確認することができ、施工管理に利用することができる。
以上により、石垣の内部に発生した変状を可及的に早い段階で正確に把握することができる。
In the method for measuring deformation of an empty stone wall according to the present invention, the device is driven and inserted into the stone wall from between the stones of the empty stone wall and installed inside the stone wall, and the device is used for strain gauges and temperature sensors. A recording device is connected by each measurement cable, and the strain value of each strain gauge of the monitoring rod and the temperature of each temperature sensor are measured and recorded in this recording device, and each strain gauge is measured based on the temperature of each temperature sensor. The initial value is the value after the temperature correction of the strain value, and after the acquisition of this initial value, and / or when the stone wall is deformed due to the occurrence of natural disasters including earthquakes and rain, Similarly, a recording device is connected to this device, and the strain value of each strain gauge of the monitoring rod and the temperature of each temperature sensor are measured and recorded in this recording device, and the temperature of each strain value is corrected. Value and initial value Finds the bending strain distribution generated in the monitoring rod from the difference from the value at the previous measurement, calculates the deformation amount of the monitoring rod from this bending strain distribution, and uses this deformation amount as the deformation amount inside the stone wall. Understand the internal deformation state.
Therefore, according to this method, the following effects unique to the present invention are achieved.
(1) Data can be acquired directly from the inside of the stone wall, the deformation state can be estimated from the strain inside the stone wall, and the stability of the stone wall can be evaluated.
(2) By assuming a fixed point of this device, it is possible to grasp the deflection state of the monitoring rod from the bending strain distribution state and intuitively grasp the action state of the load inside the stone wall. .
(3) Even changes that cannot be evaluated by visual observation can be grasped at an early stage, and appropriate maintenance measures can be implemented at an early stage.
(4) In the re-loading work and the new stone wall construction, it can be confirmed from the change in the load acting on the stone wall whether or not the upper load acts correctly, and can be used for construction management.
As described above, the deformation generated inside the stone wall can be accurately grasped as early as possible.
次に、この発明を実施するための形態について図を用いて説明する。図１に空積み石垣変状計測装置を示している。 Next, embodiments for carrying out the present invention will be described with reference to the drawings. FIG. 1 shows an empty stone wall deformation measuring device.
図１に示すように、空積み石垣変状計測装置Ｍ（以下、本装置Ｍという。）は、背面地盤に沿って多数の裏栗石が介在され多数の築石が略階層状に積み上げられて構築された空積み石垣、特に城郭や社寺の空積み石垣など、伝統的工法で構築され文化財的価値の高い空積み石垣の変状の計測に使用するもので、モニタリング棒１と、モニタリング棒１に取り付けられる複数のひずみゲージ２及び測定ケーブル３、複数の温度センサ４及び測定ケーブル５と、これらひずみゲージ２及び温度センサ４を各測定ケーブル３、５とともに保護する保護カバー６とを備えて構成される。 As shown in FIG. 1, the empty stone wall deformation measuring device M (hereinafter referred to as “device M”) has a large number of stones stacked in a substantially hierarchical manner with a large number of back stones interposed along the back ground. The monitoring rod 1 and the monitoring rod are used to measure the deformation of the empty stone walls that have been built by traditional methods and have high cultural property value, such as the empty stone walls that have been constructed, especially the stone walls of castles and shrines and temples. 1 includes a plurality of strain gauges 2 and measurement cables 3, a plurality of temperature sensors 4 and measurement cables 5, and a protective cover 6 that protects the strain gauges 2 and the temperature sensors 4 together with the measurement cables 3 and 5. Composed.
モニタリング棒１は、鉄筋、ステンレス鋼棒を含む金属棒材からなり、その外周面に軸方向に向けて溝１０が形成される。このモニタリング棒１は、空積み石垣前面の築石間の間隙から挿入可能な直径（この場合、２５ｍｍ程度）と、築石から背面地盤に近接する位置まで延びる長さ（この場合、モニタリング棒１の挿入端が背面地盤に達しない程度に背面地盤に近接する長さで、３ｍ又は２．５ｍ）を有する。溝１０はモニタリング棒１の表面に幅数ｍｍ（この場合、５ｍｍ程度）、深さ数ｍｍ（この場合、７ｍｍ程度）にして（溝１０の）両端がモニタリング棒１の両端に開口されずモニタリング棒１の両端付近で閉塞された断面四角形の溝として切削される。なお、本装置Ｍを仮設用とする場合、モニタリング棒１は鉄筋でよいが、長期用とする場合は、モニタリング棒１にステンレス鋼棒を使用することが好ましい。また、このモニタリング棒１は、一端面が打撃用の面１１として平坦状に形成され、外周面の一端側に各測定ケーブルの引き出し部１２が設けられる。 The monitoring rod 1 is made of a metal rod material including a reinforcing bar and a stainless steel rod, and a groove 10 is formed on the outer peripheral surface thereof in the axial direction. The monitoring rod 1 has a diameter (in this case, about 25 mm) that can be inserted through a gap between stones in front of an empty stone wall, and a length that extends from the stone to a position close to the back ground (in this case, the monitoring rod 1). 3m or 2.5m) in a length close to the back ground so that the insertion end of the back does not reach the back ground. The groove 10 has a width of several mm (in this case, about 5 mm) and a depth of several mm (in this case, about 7 mm) on the surface of the monitoring rod 1 and both ends (of the groove 10) are not opened at both ends of the monitoring rod 1. The rod 1 is cut as a groove having a rectangular cross section closed near both ends of the rod 1. In addition, when this apparatus M is used for temporary installation, the monitoring rod 1 may be a reinforcing bar, but when it is used for a long term, it is preferable to use a stainless steel rod for the monitoring rod 1. Further, the monitoring rod 1 is formed so that one end surface thereof is flat as an impact surface 11 and a drawing portion 12 for each measurement cable is provided on one end side of the outer peripheral surface.
ひずみゲージ２は一般に知られている汎用品が採用される。複数のひずみゲージ２はモニタリング棒１の外周面の溝１０内の底部に所定の間隔（この場合、２０ｃｍ間隔）で複数の箇所（３ｍのモニタリング棒の場合、１４箇所、２．５ｍのモニタリング棒の場合、１２箇所）に接着剤により貼り付けられる。これらのひずみゲージ２にはそれぞれモニタリング棒１の長さよりも長い所定の長さを有する測定ケーブル３が接続され、各測定ケーブル３はモニタリング棒１の溝１０内に敷設配線されて溝１０の一端側の引き出し部１２から溝１０の外部に引き出され、外部に延長される。なお、各ひずみゲージ２の各測定ケーブル３は後述する記録装置７にコネクタ８を介して着脱可能に接続されるため、各測定ケーブル３の外部端には雄側のコネクタ８１が取り付けられる。 A generally known general-purpose product is used for the strain gauge 2. A plurality of strain gauges 2 are provided at a plurality of locations (14 cm in the case of a 3 m monitoring rod, 2.5 m monitoring rod) at predetermined intervals (in this case, 20 cm intervals) at the bottom of the groove 10 on the outer peripheral surface of the monitoring rod 1. In this case, it is affixed to an adhesive agent at 12 locations). Each of these strain gauges 2 is connected to a measurement cable 3 having a predetermined length longer than the length of the monitoring rod 1, and each measurement cable 3 is laid and wired in the groove 10 of the monitoring rod 1 to be connected to one end of the groove 10. It is pulled out of the groove 10 from the side drawer 12 and extended to the outside. Since each measurement cable 3 of each strain gauge 2 is detachably connected to a recording device 7 described later via a connector 8, a male connector 81 is attached to the external end of each measurement cable 3.
温度センサ４はひずみゲージ２の温度補正用で、ここでは熱電対が使用され、一般に知られている汎用品が採用される（以下、温度センサ４を熱電対４という。）。複数の熱電対４はモニタリング棒１の溝１０内の適宜の位置の複数の箇所に、この場合、溝１０の両端の底部に取り付けられる。各熱電対４にはそれぞれモニタリング棒１の長さよりも長い所定の長さを有する測定ケーブル５が接続され、各測定ケーブル５はモニタリング棒１の溝１０内に敷設配線されて溝１０の一端側の引き出し部１２から溝１０の外部に引き出され、外部に延長される。なお、各熱電対４の各測定ケーブル５は後述する記録装置７にコネクタ８を介して着脱可能に接続されるため、各測定ケーブル５の外部端には雄側のコネクタ８１が取り付けられる。 The temperature sensor 4 is used for correcting the temperature of the strain gauge 2. Here, a thermocouple is used, and a generally known general-purpose product is adopted (hereinafter, the temperature sensor 4 is referred to as a thermocouple 4). The plurality of thermocouples 4 are attached to a plurality of locations at appropriate positions in the groove 10 of the monitoring rod 1, in this case, at the bottoms at both ends of the groove 10. Each thermocouple 4 is connected to a measurement cable 5 having a predetermined length longer than the length of the monitoring rod 1, and each measurement cable 5 is laid and wired in the groove 10 of the monitoring rod 1 to be one end side of the groove 10. Is pulled out of the groove 10 from the lead-out portion 12 and extended to the outside. Since each measurement cable 5 of each thermocouple 4 is detachably connected to a recording device 7 described later via a connector 8, a male connector 81 is attached to the external end of each measurement cable 5.
保護カバー６は封止樹脂からなり、モニタリング棒１の溝１０内に樹脂成形（樹脂封じ）により形成される。この場合、モニタリング棒１の溝１０内に各ひずみゲージ２及び各熱電対４が各測定ケーブル３、５とともに配置された状態（但し、溝１０の一端側の各測定ケーブルの引き出し部１２から各測定ケーブル３、５の外部端側が溝１０の外部に引き出された状態）から、この溝１０内に封止用の樹脂系材料が充填され、熱処理により硬化されて、モニタリング棒１の溝１０が各ひずみゲージ２、各熱電対４、及び各測定ケーブル３、５とともに樹脂封じされる。この樹脂封じ（保護カバー６）により溝１０内の各ひずみゲージ２、各熱電対４、及び各測定ケーブル３、５が保護される。 The protective cover 6 is made of a sealing resin, and is formed in the groove 10 of the monitoring rod 1 by resin molding (resin sealing). In this case, the strain gauges 2 and the thermocouples 4 are arranged in the grooves 10 of the monitoring rod 1 together with the measurement cables 3 and 5 (however, each of the measurement cables from the one end portion of the groove 10 is pulled out from the leading portion 12 of each measurement cable. From the state in which the outer end sides of the measurement cables 3 and 5 are drawn out of the groove 10), the groove 10 is filled with a sealing resin material and cured by heat treatment, so that the groove 10 of the monitoring rod 1 is formed. Each strain gauge 2, each thermocouple 4, and each measurement cable 3, 5 are resin-sealed. By this resin sealing (protective cover 6), each strain gauge 2, each thermocouple 4, and each measurement cable 3, 5 in the groove 10 are protected.
また、本装置Ｍは、ひずみゲージ２、熱電対４から得られた測定結果を記録保存するための記録装置７を併せて備え、この記録装置７にモニタリング棒１の各測定ケーブルの引き出し部１２から引き出されたひずみゲージ用、熱電対用の各測定ケーブル３、５にコネクタ８を介して着脱可能に接続される。この場合、記録装置７には１チャンネル方式のデータロガーが用いられ、一般に知られている汎用品が採用される（以下、記録装置７をデータロガー７という。）。このデータロガー７には測定ケーブル接続用の雌側のコネクタ８０が設けられており、ひずみゲージ用、熱電対用の各測定ケーブル３、５の各雄側のコネクタ８１がこの雌側のコネクタ８０に着脱可能に接続されるようになっている。本装置Ｍでは、モニタリング棒１の各箇所のひずみゲージ２でひずみ値を測定する毎に、また、両端の熱電対４で温度を測定する毎に、各測定ケーブル３、５を順次このデータロガー７にコネクタ８を介して接続し、モニタリング棒１の各箇所のひずみゲージ２のひずみ値、熱電対４の温度をデータロガー７に測定、記録する。なお、データロガーは多チャンネル方式のものであってもよく、この場合、多チャンネル方式のデータロガーに、ひずみゲージ用、熱電対用のすべての測定ケーブルを接続して、モニタリング棒の各箇所のひずみゲージ、熱電対の測定結果を記録するようにしてもよい。 The apparatus M also includes a recording device 7 for recording and storing the measurement results obtained from the strain gauge 2 and the thermocouple 4, and the recording device 7 has a drawing portion 12 for each measurement cable of the monitoring rod 1. Are detachably connected to the measurement cables 3 and 5 for the strain gauge and the thermocouple drawn out from the connector 8 via the connector 8. In this case, a one-channel data logger is used for the recording device 7, and a generally known general-purpose product is employed (hereinafter, the recording device 7 is referred to as a data logger 7). The data logger 7 is provided with a female connector 80 for connecting a measurement cable, and the male connectors 81 of the measurement cables 3 and 5 for strain gauges and thermocouples are connected to the female connector 80. It is designed to be detachably connected to. In this apparatus M, each time the strain value is measured by the strain gauge 2 at each location of the monitoring rod 1 and each time the temperature is measured by the thermocouple 4 at both ends, the measurement cables 3 and 5 are sequentially connected to this data logger. 7 is connected via a connector 8, and the strain value of the strain gauge 2 and the temperature of the thermocouple 4 at each location of the monitoring rod 1 are measured and recorded in the data logger 7. The data logger may be of a multi-channel type. In this case, connect all the measurement cables for strain gauges and thermocouples to the multi-channel type data logger, and You may make it record the measurement result of a strain gauge and a thermocouple.
本装置Ｍはこのように構成され、空積み石垣の築石間から当該石垣の内部に挿入して、石垣の内部の変状をモニタリングするのに使用される。
図２に本装置Ｍを用いた空積み石垣変状計測方法（以下、本方法という。）を示している。
図２に示すように、本方法は、次のステップ（１）−（４）に基づいて行われる。
This apparatus M is configured in this way, and is used to monitor the deformation inside the stone wall by inserting it into the stone wall from between the stones of the empty stone walls.
FIG. 2 shows an empty stone wall deformation measurement method (hereinafter referred to as the present method) using the apparatus M.
As shown in FIG. 2, the method is performed based on the following steps (1) to (4).
ステップ（１）
まず、図２に示すように、本装置Ｍを空積み石垣の築石間から石垣の内部へ挿入して、石垣の内部に設置する。
この場合、本装置Ｍを石垣の各築石間の隙間に打撃により設置する。本装置Ｍのモニタリング棒１の一端面は、既述のとおり、打撃用の面１１として平坦状になっているので、本装置Ｍを他端から石垣面と直角の角度で築石間の隙間に入れ、打撃用の面１１をハンマーなどを用いて人力で少しずつ打ち込む。このとき、本装置Ｍの挿入長さは、予め別途行う目視観察やレーダー調査などによる結果を元に決定しておく。なお、この打ち込みに際し、モニタリング棒１が控え石などの大きな石材に当たった場合は、モニタリング棒１を打ち込みの場所を変えて打ち直す。また、この場合、モニタリング棒１の溝１０への雨水の浸入を防止するため、スパナやレンチなどを使って、図３に示すように、モニタリング棒１の溝１０の位置を真下に向けて調整する。このようにしてモニタリング棒１を石垣面に対して直角に向けて石垣の内部に設置する。
Step (1)
First, as shown in FIG. 2, the apparatus M is inserted into the stone wall from between the stonework of the empty stone walls and installed in the stone wall.
In this case, this apparatus M is installed by hitting in the gaps between the stone walls. Since the one end surface of the monitoring rod 1 of this apparatus M is flat as the hitting surface 11 as described above, the gap between the stones is set at a right angle from the other end to the stone wall surface. Then, the surface 11 for hitting is manually driven little by little using a hammer or the like. At this time, the insertion length of the apparatus M is determined in advance on the basis of results obtained by visual observation or radar investigation separately performed in advance. In this case, when the monitoring rod 1 hits a large stone material such as a stone, the monitoring rod 1 is changed by changing the place of driving. Further, in this case, in order to prevent rainwater from entering the groove 10 of the monitoring rod 1, a spanner or a wrench is used to adjust the position of the groove 10 of the monitoring rod 1 directly below as shown in FIG. To do. In this way, the monitoring rod 1 is installed inside the stone wall with a right angle to the stone wall surface.
ステップ（２）
本装置Ｍを設置した後、本装置Ｍを、ひずみゲージ用、熱電対用の各測定ケーブル３、５により、データロガー７に接続して、このデータロガー７に、モニタリング棒１の各ひずみゲージ２のひずみ値、及び各熱電対４の温度を記録し、この記録された各温度に基づいて各ひずみ値の温度補正を行った後の値を初期値とする。
この場合、モニタリング棒１の溝１０内の各箇所のひずみゲージ２毎に、また、溝１０内の両端の熱電対４毎に、各測定ケーブル３、５の雄側のコネクタ８１を、データロガー７の雌側のコネクタ８０に接続して、このデータロガー７に、モニタリング棒１の溝１０内各箇所のひずみゲージ２のひずみ値、及び両端の熱電対４の温度を測定し、記録する。そして、この記録された両端の温度を基に各ひずみ値の温度補正を行った後の値を初期値とする。
なお、この初期値の測定を終了したら、データロガー７から測定ケーブル３、５を取り外して、データロガー７は適宜の保管場所に保管し、各測定ケーブル３、５のコネクタ８１は、降雨の影響などを受けないように、箱に入れるなどして確実に養生しておく。
Step (2)
After installing this apparatus M, this apparatus M is connected to the data logger 7 by the measurement cables 3 and 5 for strain gauges and thermocouples, and each strain gauge of the monitoring rod 1 is connected to the data logger 7. The strain value of 2 and the temperature of each thermocouple 4 are recorded, and the value after temperature correction of each strain value based on each recorded temperature is taken as the initial value.
In this case, the male connector 81 of each measurement cable 3, 5 is connected to the data logger for each strain gauge 2 at each location in the groove 10 of the monitoring rod 1 and for each thermocouple 4 at both ends in the groove 10. 7 is connected to the female connector 80, and the data logger 7 measures and records the strain value of the strain gauge 2 at each location in the groove 10 of the monitoring rod 1 and the temperature of the thermocouple 4 at both ends. And the value after performing the temperature correction of each distortion value based on the temperature of this recorded both ends is made into an initial value.
When the measurement of the initial value is completed, the measurement cables 3 and 5 are removed from the data logger 7, and the data logger 7 is stored in an appropriate storage location. The connectors 81 of the measurement cables 3 and 5 are affected by rain. Make sure it is cured, for example, in a box.
ステップ（３）
初期値を取得した後、一定期間毎に、及び／又は地震や雨を含む自然災害の発生その他石垣の変動が生じ得る事象によって石垣に変形が生じたときに、本装置Ｍを、ひずみゲージ用、熱電対用の各測定ケーブル３、５により、データロガー７に接続して、このデータロガー７に、モニタリング棒１の各ひずみゲージ２のひずみ値、及び各熱電対４の温度を記録し、当該記録された各温度に基づいて当該記録された各ひずみ値の温度補正を行った後の値と初期値又は前回測定時の値との差から、モニタリング棒１に生じた曲げひずみ分布を求める。
この場合、ステップ（２）と同様に、モニタリング棒１の溝１０内の各箇所のひずみゲージ２毎に、また、溝１０内の両端の熱電対４毎に、各測定ケーブル３、５の雄側のコネクタ８１を、このデータロガー７の雌側のコネクタ８０に接続して、モニタリング棒１の溝１０内の各箇所のひずみの測定を行い、モニタリング棒１の溝１０両端の温度の測定を行って、測定されたデータをデータロガー７に記録する。ここで得られたひずみ値を両端の温度を基に温度補正を行った後の値と初期値又は前回測定時の値とを比較することで、モニタリング棒１に発生した曲げひずみ分布を求める。図４に計測データの一例を示している。なお、この測定データは石垣の解体時に計測されたデータの事例である。
Step (3)
After obtaining the initial value, this device M is used for strain gauges every certain period and / or when the stone wall is deformed due to the occurrence of natural disasters including earthquakes and rain, or other events that can cause changes in the stone wall. The thermocouple measuring cables 3 and 5 are connected to the data logger 7, and the data logger 7 records the strain value of each strain gauge 2 of the monitoring rod 1 and the temperature of each thermocouple 4, The bending strain distribution generated in the monitoring rod 1 is obtained from the difference between the value after the temperature correction of each recorded strain value based on each recorded temperature and the initial value or the value at the previous measurement. .
In this case, as in step (2), the males of the measurement cables 3 and 5 are provided for each strain gauge 2 at each location in the groove 10 of the monitoring rod 1 and for each thermocouple 4 at both ends in the groove 10. The connector 81 on the side is connected to the female connector 80 of the data logger 7 to measure strain at each location in the groove 10 of the monitoring rod 1 and to measure the temperature at both ends of the groove 10 of the monitoring rod 1. Go and record the measured data in the data logger 7. The bending strain distribution generated in the monitoring rod 1 is determined by comparing the strain value obtained here with the value after temperature correction based on the temperature at both ends and the initial value or the value at the previous measurement. FIG. 4 shows an example of measurement data. This measurement data is an example of data measured at the time of dismantling the stone wall.
ステップ（４）
そして、この曲げひずみ分布からモニタリング棒１の変形量を算出する。この場合、現場で想定される変形に関する境界条件の下で求められた曲げひずみ分布を積分してモニタリング棒１自体の変形量を算出する。この変形量は石垣構造の内部変形量と同等であるので、この変形量を石垣の内部の変形量として、石垣の内部の変形状態を把握する。
Step (4)
Then, the deformation amount of the monitoring rod 1 is calculated from this bending strain distribution. In this case, the deformation amount of the monitoring rod 1 itself is calculated by integrating the bending strain distribution obtained under the boundary condition regarding the deformation assumed in the field. Since this deformation amount is equivalent to the internal deformation amount of the stone wall structure, the deformation state inside the stone wall is grasped by using this deformation amount as the internal deformation amount of the stone wall.
モニタリング棒（鉄筋）１のひずみ値からモニタリング棒のたわみ量を求める計算式は次のとおりである。
モニタリング棒１は純曲げ状態にあると仮定し、曲げによってモニタリング棒１の縁に発生するひずみ量をεとすると、
σ＝Ｍ／Ｗ （１）
σ＝Ｅ・ε （２）
ここに、σ：鉄筋の縁応力
Ｍ：鉄筋の曲げモーメント
Ｗ：鉄筋の断面係数（Ｗ＝πＤ3／３２，Ｄ：鉄筋の直径）
Ｅ：鉄筋の弾性定数
（１），（２）式からモニタリング棒に生じる曲げモーメントは次式で求められる。
Ｍ＝Ｅ・Ｗ・ε （３）
なお、実際のモニタリング棒では、図５に示すように、ひずみゲージがモニタリング棒に作成した溝の底部に取り付けられるため、式（３）に用いるひずみεの値として以下の値を用いることになる。
ε＝（ｄ／（ｄ−ｈ））・ε0 （４）
ここに、ｄ：鉄筋の半径，ｈ：溝の深さ，ε0：実際のひずみ計測値
上記の方法でモニタリング棒の曲げモーメントが求められると、次式の鉄筋のたわみに関する微分方程式中のＭを用いることができる。
１／ρ＝ｄ2ｙ／ｄｘ2＝−Ｍ／（Ｅ・Ｉ） （５）
ここに、１／ρ：鉄筋の曲率，ｙ：たわみ，ｄｘ：鉄筋の長さ方向の微小長さ（ひずみゲージ間隔），Ｉ：鉄筋の断面２次モーメント
式（５）を積分（ゲージ間距離をｄｘとすることで数値積分）すると、たわみ角θが得られる。
θ＝ｄｙ／ｄｘ＝−∫［Ｍ／（Ｅ・Ｉ）］・ｄｘ＋Ｃ1 （６）
式（６）のたわみ角を再度積分することで、モニタリング棒のたわみ量ｙを求めることができる。
ｙ＝−∬［Ｍ／（Ｅ・Ｉ）］・ｄｘ・ｄｘ＋Ｃ1・ｘ＋Ｃ2 （７）
式（６），（７）の積分定数Ｃ1，Ｃ2を決定しなければならないが、これにはモニタリング棒の端部における境界条件として、たわみ角θ＝０，たわみｙ＝０の条件を用いる。この境界条件を石垣の表面側のモニタリング棒の端部で与えるか、それとも奥側のモニタリング棒の端部で与えるかについては現場の状況を考慮して決定する。
図６に、図４のモニタリング棒１の計測データからモニタリング棒１のひずみ状況を計算した結果を示している。この事例では石垣前面側のモニタリング棒１の端部を固定点と仮定し、たわみ状況を推定している。
The calculation formula for obtaining the deflection amount of the monitoring rod from the strain value of the monitoring rod (rebar) 1 is as follows.
Assuming that the monitoring rod 1 is in a pure bending state, and assuming that the amount of strain generated at the edge of the monitoring rod 1 by bending is ε,
σ = M / W (1)
σ = E · ε (2)
Where σ is the edge stress of the reinforcing bar
M: Reinforcing bar bending moment
W: section modulus rebar (W = πD 3/32, D: diameter rebar)
E: Elastic constant of the reinforcing bar The bending moment generated in the monitoring rod can be obtained from the following equation from the equations (1) and (2).
M = E ・ W ・ ε (3)
In the actual monitoring rod, as shown in FIG. 5, since the strain gauge is attached to the bottom of the groove created in the monitoring rod, the following value is used as the value of strain ε used in the equation (3). .
ε = (d / (d−h)) · ε 0 (4)
Here, d: radius of the reinforcing bar, h: depth of the groove, ε 0 : actual strain measurement value When the bending moment of the monitoring rod is obtained by the above method, M in the differential equation relating to the deflection of the reinforcing bar of the following equation: Can be used.
1 / ρ = d 2 y / dx 2 = −M / (E · I) (5)
Where 1 / ρ is the curvature of the reinforcing bar, y is the deflection, dx is the minute length in the longitudinal direction of the reinforcing bar (strain gauge interval), and I is the secondary moment of inertia of the reinforcing bar (5). Is set to dx to obtain a deflection angle θ.
θ = dy / dx = −∫ [M / (E · I)] · dx + C 1 (6)
By integrating the deflection angle of equation (6) again, the deflection amount y of the monitoring rod can be obtained.
y = −∬ [M / (E · I)] · dx · dx + C 1 · x + C 2 (7)
The integration constants C 1 and C 2 of the equations (6) and (7) must be determined. For this, the boundary condition at the end of the monitoring rod is the condition of the deflection angle θ = 0 and the deflection y = 0. Use. Whether this boundary condition is given at the end of the monitoring rod on the surface side of the stone wall or at the end of the monitoring rod on the back side is determined in consideration of the situation at the site.
In FIG. 6, the result of having calculated the distortion condition of the monitoring stick | rod 1 from the measurement data of the monitoring stick | rod 1 of FIG. 4 is shown. In this example, the end of the monitoring rod 1 on the front side of the stone wall is assumed to be a fixed point, and the deflection state is estimated.
このようにステップ（４）により得られたモニタリング棒１の変形量は、石垣の内部の変形と等価であるので、このモニタリング棒１の変形量により石垣の内部の変形状態を知ることができ、これにより石垣の内部の変状を把握する。特に、モニタリング棒１の変形場所をたわみ計算により算出することで、石垣の内部の構造に変状が生じた場所を特定することが可能である。
そして、モニタリング棒１上部に積まれた石材や栗石の荷重から想定される変形量と実測により求められる変形量を比較することで、石垣の内部に異常な変形が生じていないか、また応力伝達が適切に行われているか否かを評価して、これを施工管理に適用する。
なお、本装置Ｍについて精度確認試験を室内で実施した。この試験では、図７（ａ）に示すように、本装置Ｍを用いて２点支持の梁モデル構造を作成し、その自由先端部に鉛直載荷した。そして、これにより得られた曲げひずみから鉛直変形量を計算した結果と理論値とを比較した。その結果を図７（ｂ）に示す。図７（ｂ）から明らかなように、両者の結果は良い一致を示しており、モニタリング棒１から得られた変形量は十分な精度を有していることが確認された。
Since the deformation amount of the monitoring rod 1 obtained in step (4) is equivalent to the deformation inside the stone wall, the deformation state inside the stone wall can be known from the deformation amount of the monitoring rod 1, This makes it possible to grasp the deformation inside the stone wall. In particular, by calculating the deformation location of the monitoring rod 1 by deflection calculation, it is possible to identify the location where the deformation inside the stone wall has occurred.
Then, by comparing the amount of deformation assumed from the load of stone or chestnut piled on the top of the monitoring rod 1 with the amount of deformation obtained by actual measurement, there is no abnormal deformation inside the stone wall, and stress transmission Evaluate whether or not is done properly and apply it to construction management.
In addition, the accuracy confirmation test was implemented indoors about this apparatus M. In this test, as shown in FIG. 7A, a two-point supported beam model structure was created using this apparatus M and vertically loaded on the free tip. And the result which calculated the amount of vertical deformation from the bending strain obtained by this and the theoretical value were compared. The result is shown in FIG. As is clear from FIG. 7 (b), both results showed good agreement, and it was confirmed that the amount of deformation obtained from the monitoring rod 1 had sufficient accuracy.
このように本装置Ｍは、モニタリング棒１と複数のひずみゲージ２及び熱電対４を一体化したもので、本装置Ｍを空積み石垣の築石間から石垣の内部へ打ち込み挿入して石垣の内部に設置し、本装置Ｍに、ひずみゲージ用、熱電対用の各測定ケーブル３、５により、データロガー７を接続して、このデータロガー７に、モニタリング棒１の各ひずみゲージ２のひずみ値及び各熱電対４の温度を測定、記録し、各熱電対４の温度に基づいて各ひずみゲージ２のひずみ値の温度補正を行った後の値を初期値とし、この初期値の取得後、一定期間毎に、及び／又は地震や雨を含む自然災害の発生によって石垣に変形が生じたときに、同様に、本装置Ｍにデータロガー７を接続し、このデータロガー７に、モニタリング棒１の各ひずみゲージ２のひずみ値及び各熱電対４の温度を測定、記録して、当該各ひずみ値の温度補正を行って得られた値と初期値又は前回測定時の値との差からモニタリング棒１に生じた曲げひずみ分布を求めることができ、この曲げひずみ分布からモニタリング棒１の変形量を算出することで、この変形量を石垣の内部の変形量として、石垣の内部の変形状態を把握することができる。
したがって、本装置Ｍによれば、石垣の経年劣化や地震、豪雨などの外的要因により変化する石垣の内部の変形状態を、直接、把握することができる。また、石垣内部の変形状態が外見上には顕在化しない初期の段階から、石垣内部の変状を把握することができる。さらに、石垣の表面は直射日光などの影響で温度変化が（石垣の内部（奥）と比べて）大きいが、このような温度変化の影響を受けることなしに、石垣内部の変状を正確に計測することができる。
以上により、石垣の内部に発生した変状を可及的に早い段階で正確に把握することができる。
As described above, the present apparatus M is an integration of the monitoring rod 1, the plurality of strain gauges 2 and the thermocouple 4, and the apparatus M is driven into and inserted into the stone wall from between the stonework of the empty stone walls. A data logger 7 is connected to the apparatus M by means of strain gauge and thermocouple measurement cables 3 and 5, and the strain of each strain gauge 2 of the monitoring rod 1 is connected to the data logger 7. Value and the temperature of each thermocouple 4 are measured and recorded, and the value after correcting the strain value of each strain gauge 2 based on the temperature of each thermocouple 4 is taken as the initial value. Similarly, when the stone wall is deformed every certain period and / or when a natural disaster including an earthquake or rain occurs, a data logger 7 is connected to the apparatus M, and a monitoring rod is connected to the data logger 7. 1 strain gauge 2 strain Value and the temperature of each thermocouple 4 is measured and recorded, and the bending strain generated in the monitoring rod 1 from the difference between the value obtained by correcting the temperature of each strain value and the initial value or the value at the previous measurement. The distribution can be obtained, and by calculating the deformation amount of the monitoring rod 1 from this bending strain distribution, the deformation state inside the stone wall can be grasped by using this deformation amount as the deformation amount inside the stone wall.
Therefore, according to the present apparatus M, it is possible to directly grasp the deformation state inside the stone wall that changes due to external factors such as aging degradation of the stone wall, earthquake, and heavy rain. Further, the deformation inside the stone wall can be grasped from the initial stage where the deformation state inside the stone wall does not appear apparently. Furthermore, the surface of the stone wall has a large temperature change (compared to the inside (back) of the stone wall) due to the influence of direct sunlight, etc., but the deformation inside the stone wall can be accurately detected without being affected by such a temperature change. It can be measured.
As described above, the deformation generated inside the stone wall can be accurately grasped as early as possible.
また、本方法では、本装置Ｍを用い、本装置Ｍを空積み石垣の築石間から石垣の内部へ打ち込み挿入して石垣の内部に設置し、本装置Ｍに、ひずみゲージ用、熱電対用の各測定ケーブル３、５により、データロガー７を接続して、このデータロガー７に、モニタリング棒１の各ひずみゲージ２のひずみ値及び各熱電対４の温度を測定、記録し、各熱電対４の温度に基づいて各ひずみゲージ２のひずみ値の温度補正を行った後の値を初期値とし、この初期値の取得後、一定期間毎に、及び／又は地震や雨を含む自然災害の発生によって石垣に変形が生じたときに、同様に、本装置Ｍにデータロガー７を接続して、このデータロガー７に、モニタリング棒１の各ひずみゲージ２のひずみ値及び各熱電対４の温度を測定、記録し、当該各ひずみ値の温度補正を行って得られた値と初期値又は前回測定時の値との差からモニタリング棒１に生じた曲げひずみ分布を求め、この曲げひずみ分布からモニタリング棒１の変形量を算出して、この変形量を石垣の内部の変形量として、石垣の内部の変形状態を把握するので、本装置Ｍを石垣の内部に設置するだけで石垣の内部から直接データを取得して、石垣の内部のひずみから変形状態を推定し、石垣の安定性を評価することができる。また、本装置Ｍの固定点を仮定することで、曲げひずみの分布状況からモニタリング棒１のたわみ状況を把握することができるため、直感的に、石垣の内部の荷重の作用状況を把握することができる。さらに、目視観察では評価できない変状でも早期に把握できるため、適切な維持管理対策を早期に実施することができる。
以上により、石垣の内部に発生した変状を可及的に早い段階で正確に把握することができる。
In this method, this device M is used, and this device M is driven and inserted into the stone wall from between the stonework of the empty stone walls and installed inside the stone wall. A data logger 7 is connected by each measurement cable 3 and 5, and the strain value of each strain gauge 2 of the monitoring rod 1 and the temperature of each thermocouple 4 are measured and recorded in this data logger 7. The value after the temperature correction of the strain value of each strain gauge 2 based on the temperature of the pair 4 is taken as the initial value, and after the acquisition of this initial value, natural disasters including earthquakes and rain Similarly, when the stone wall is deformed due to the occurrence of this, a data logger 7 is similarly connected to the device M, and the strain value of each strain gauge 2 of the monitoring rod 1 and each thermocouple 4 are connected to this data logger 7. Measure and record the temperature for each strain value The bending strain distribution generated in the monitoring rod 1 is obtained from the difference between the value obtained by performing the degree correction and the initial value or the value at the previous measurement, and the deformation amount of the monitoring rod 1 is calculated from the bending strain distribution, This deformation amount is taken as the deformation amount inside the stone wall, and the deformation state inside the stone wall is grasped. Therefore, the data can be acquired directly from the inside of the stone wall simply by installing this device M inside the stone wall, The deformation state can be estimated from the strain, and the stability of the stone wall can be evaluated. Also, by assuming a fixed point of the device M, it is possible to grasp the deflection state of the monitoring rod 1 from the bending strain distribution state. Therefore, intuitively grasp the action state of the load inside the stone wall. Can do. Furthermore, since it is possible to quickly grasp even a deformation that cannot be evaluated by visual observation, appropriate maintenance management measures can be implemented early.
As described above, the deformation generated inside the stone wall can be accurately grasped as early as possible.
本装置Ｍ及び本方法は、石垣の積み直し工事に併用し、この積み直し工事の施工過程での石垣の内部の荷重の変化を直接把握し、施工管理に適用することで、石垣の積み直しの施工を適切に行うことができる。本装置Ｍ及び本方法を石垣の積み直し工事に用いる場合、上記ステップ（１）−（４）により次のような手順となる。
まず、石垣の積み直し過程での本装置Ｍによる計測位置（高さなど）を予め決めておき、石積みが当該計測位置に達した段階で、本装置Ｍを敷設する（ステップ（１））。この場合、図８に示すように、本装置Ｍの一端を築石間の隙間に固定し、本装置Ｍの軸心を石垣面に対して直角の角度にして、他端を背面地盤に向けて延ばす。そして、本装置Ｍの周辺に粒径の比較的小さい栗石を静かに詰めて充填する。
本装置Ｍの設置が終了した段階で、本装置Ｍを、ひずみゲージ用、熱電対用の各測定ケーブル３、５により、データロガー７に接続して、このデータロガー７に、モニタリング棒１の各ひずみゲージ２のひずみ値、及び各熱電対４の温度を記録し、この記録された各温度に基づいて各ひずみ値の温度補正を行った後の値を初期値とする（ステップ（２））。
初期値を取得した後、一定期間毎に、及び／又は地震や雨を含む自然災害の発生その他石垣の変動が生じ得る事象によって石垣に変形が生じたときに、同様に、本装置Ｍをデータロガー７に接続して、このデータロガー７に、モニタリング棒１の各ひずみゲージ２のひずみ値、及び各熱電対４の温度を記録する。ここで得られたひずみ値を両端の温度を基に温度補正を行った後の値と初期値又は前回測定時の値とを比較することで、モニタリング棒１に発生した曲げひずみ分布を求める（ステップ（３））。
そして、この曲げひずみ分布からモニタリング棒１の変形量を算出する（ステップ（４））。この場合、現場で想定される変形に関する境界条件の下で求められた曲げひずみ分布を積分して、モニタリング棒１それ自体の変形量を算出する。モニタリング棒１の変形量は石垣の内部の変形と等価であるので、これにより石垣の内部の変形状態を知ることができる。特に、モニタリング棒１の変形場所をたわみ計算により算出することで、石垣の内部の構造に変状が生じた場所を特定することができる。
このようにしてモニタリング棒１上部に積まれた石材や栗石の荷重から想定される変形量と実測により求められる変形量を比較することで、石垣の内部に異常な変形が生じていないか、また応力伝達が適切に行われているか否かを評価して、施工管理に適用する。
このように積み直し工事においては、石垣に作用する荷重の変化から、上載荷重が正しく作用するかどうかを確認することができ、積み直しの施工管理に利用することができる。
なお、本装置及び本方法は、新設石垣工事においても上記と同様に用いることができ、上記と同様の効果を得ることができる。
This device M and this method are used together with stone wall re-laying work, and the change in the load inside the stone wall in the process of this re-laying work is directly grasped and applied to construction management. Can be performed appropriately. When this apparatus M and this method are used for stone wall re-laying work, the following procedure is performed by steps (1) to (4).
First, the measurement position (height etc.) by this apparatus M in the process of re-mounting stone walls is determined in advance, and this apparatus M is laid when the stonework reaches the measurement position (step (1)). In this case, as shown in FIG. 8, one end of the apparatus M is fixed in the gap between stones, the axis of the apparatus M is at an angle perpendicular to the stone wall surface, and the other end is directed to the back ground. Extend. Then, the chestnut stone having a relatively small particle diameter is gently packed around the device M.
At the stage where the installation of the apparatus M is completed, the apparatus M is connected to the data logger 7 by the measurement cables 3 and 5 for strain gauges and thermocouples, and the monitoring rod 1 is connected to the data logger 7. The strain value of each strain gauge 2 and the temperature of each thermocouple 4 are recorded, and the value after temperature correction of each strain value is performed based on each recorded temperature (step (2)). ).
Similarly, when the stone wall is deformed at regular intervals and / or due to the occurrence of natural disasters including earthquakes and rain, or other events that can cause changes in the stone wall, after obtaining the initial value, the device M is also used as data. Connected to the logger 7, the strain value of each strain gauge 2 of the monitoring rod 1 and the temperature of each thermocouple 4 are recorded in this data logger 7. The strain value obtained here is obtained by comparing the value after temperature correction based on the temperature at both ends with the initial value or the value at the previous measurement, thereby obtaining the bending strain distribution generated in the monitoring rod 1 ( Step (3)).
Then, the deformation amount of the monitoring rod 1 is calculated from this bending strain distribution (step (4)). In this case, the amount of deformation of the monitoring rod 1 itself is calculated by integrating the bending strain distribution obtained under boundary conditions regarding deformation assumed in the field. Since the deformation amount of the monitoring rod 1 is equivalent to the deformation inside the stone wall, it is possible to know the deformation state inside the stone wall. In particular, by calculating the deformation location of the monitoring rod 1 by deflection calculation, it is possible to identify the location where the deformation of the internal structure of the stone wall has occurred.
In this way, by comparing the amount of deformation assumed from the load of stones and chestnuts piled on the upper part of the monitoring rod 1 with the amount of deformation obtained by actual measurement, whether or not abnormal deformation has occurred inside the stone wall, Evaluate whether or not stress transmission is performed properly and apply it to construction management.
Thus, in the re-loading work, it is possible to confirm whether or not the upper load works correctly from the change in the load acting on the stone wall, and it can be used for the management of the reloading work.
In addition, this apparatus and this method can be used similarly to the above also in a new stone wall construction, and the same effect as the above can be acquired.
Ｍ 空積み石垣変状計測装置（本装置）
１ モニタリング棒
１０ 溝
１１ 打撃用の面
１２ 各測定ケーブルの引き出し部
２ ひずみゲージ
３ 測定ケーブル
４ 温度センサ（熱電対）
５ 測定ケーブル
６ 保護カバー
７ 記録装置（データロガー）
８ コネクタ
８０ 雌側のコネクタ
８１ 雄側のコネクタ
M Empty stone wall deformation measuring device (this device)
DESCRIPTION OF SYMBOLS 1 Monitoring rod 10 Groove 11 Impact surface 12 Pull-out part of each measurement cable 2 Strain gauge 3 Measurement cable 4 Temperature sensor (thermocouple)
5 Measurement cable 6 Protective cover 7 Recording device (data logger)
8 Connector 80 Female connector 81 Male connector
Claims (6)
鉄筋、ステンレス鋼棒を含む金属棒材からなるモニタリング棒と、
前記モニタリング棒の外周面に軸方向に向けて溝を形成され、当該溝内に所定の間隔で複数の箇所に取り付けられるひずみゲージ、及び前記各ひずみゲージに接続され、前記溝内に配線されて前記溝の一端側から引き出されるひずみゲージ用の複数の測定ケーブルと、
前記モニタリング棒の溝内に適宜の位置の複数の個所に取り付けられ、石垣内部の温度を計測する複数の温度センサ、及び前記各温度センサに接続され、前記溝内に配線されて前記溝の一端側から引き出される温度センサ用の測定ケーブルと、
前記溝内に充填され、前記溝内に前記各ひずみゲージ及び前記各温度センサを前記各測定ケーブルとともに封入し保護する封止樹脂からなる保護カバーと、
を備えて構成され、
空積み石垣の築石間から当該石垣の内部に挿入して、石垣の内部の変状をモニタリングする、
ことを特徴とする空積み石垣変状計測装置。 It is an empty stone wall deformation measuring device that measures the deformation of an empty stone wall constructed by a large number of stones piled up in a substantially hierarchical manner along with many back cliffs along the back ground,
A monitoring rod made of a metal rod including a reinforcing bar and a stainless steel rod;
Grooves are formed in the outer peripheral surface of the monitoring rod in the axial direction, strain gauges attached to the plurality of locations at predetermined intervals in the grooves, and connected to the strain gauges and wired in the grooves. A plurality of measurement cables for strain gauges drawn from one end of the groove;
A plurality of temperature sensors, which are attached to a plurality of locations at appropriate positions in the groove of the monitoring rod, are connected to the temperature sensors, and are connected to the temperature sensors. Measurement cable for temperature sensor drawn from the side,
A protective cover made of a sealing resin that fills the groove and encloses and protects each strain gauge and each temperature sensor together with each measurement cable in the groove;
Configured with
Insert into the stone wall from between the stones of the empty stone wall and monitor the deformation inside the stone wall,
An empty stone wall deformation measuring device characterized by that.
請求項１に記載の装置を空積み石垣の築石間から石垣の内部へ打ち込み挿入して、石垣の内部に設置するステップと、
前記装置の設置後、前記装置を、ひずみゲージ用、温度センサ用の各測定ケーブルにより、前記ひずみゲージ、温度センサで得られた測定結果を記録保存するための記録装置に接続して、前記記録装置に、モニタリング棒の各ひずみゲージのひずみ値、及び各温度センサの温度を記録し、当該記録された各温度に基づいて当該記録された前記各ひずみ値の温度補正を行った後の値を初期値とするステップと、
前記初期値の取得後、一定期間毎に、及び／又は地震や雨を含む自然災害の発生によって石垣に変形が生じたときに、前記装置を、前記ひずみゲージ用、温度センサ用の各測定ケーブルにより、前記記録装置に接続して、前記記録装置に、前記モニタリング棒の前記各ひずみゲージのひずみ値、及び前記各温度センサの温度を記録し、当該記録された各温度に基づいて当該記録された前記各ひずみ値の温度補正を行った後の値と前記初期値又は前回測定時の値との差から前記モニタリング棒に生じた曲げひずみ分布を求めるステップと、
前記曲げひずみ分布から前記モニタリング棒の変形量を算出し、この変形量を石垣の内部の変形量として、石垣の内部の変形状態を把握するステップと、
を有する、
ことを特徴とする空積み石垣変状計測方法。 An empty stone wall deformation measurement method that measures the deformation of an empty stone wall constructed by a large number of stones being stacked in a substantially hierarchical manner along with a number of back cliffs along the back ground,
A step of driving the device according to claim 1 into the stone wall from between stones of an empty stone wall and installing the device inside the stone wall;
After the installation of the device, the device is connected to a recording device for recording and storing the measurement results obtained by the strain gauge and the temperature sensor by means of measurement cables for the strain gauge and the temperature sensor, and the recording Record the strain value of each strain gauge of the monitoring rod and the temperature of each temperature sensor in the device, and calculate the value after correcting the temperature of each recorded strain value based on each recorded temperature. An initial value step;
After obtaining the initial value, when the stone wall is deformed at regular intervals and / or due to the occurrence of natural disasters including earthquakes and rain, the measurement cables for the strain gauge and temperature sensor By connecting to the recording device, the strain value of each strain gauge of the monitoring rod and the temperature of each temperature sensor are recorded on the recording device, and the recording is performed based on the recorded temperatures. Obtaining a bending strain distribution generated in the monitoring rod from the difference between the value after the temperature correction of each strain value and the initial value or the value at the previous measurement;
Calculating the amount of deformation of the monitoring rod from the bending strain distribution, using this amount of deformation as the amount of deformation inside the stone wall, and grasping the state of deformation inside the stone wall;
Having
An empty stone wall deformation measurement method characterized by that.
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