JP6678438B2 - Method for evaluating the properties of excavated earth and sand in a chamber used for various excavation methods, and method for evaluating the soil quality of a face in front of a cutter head - Google Patents
Method for evaluating the properties of excavated earth and sand in a chamber used for various excavation methods, and method for evaluating the soil quality of a face in front of a cutter head Download PDFInfo
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本発明は、土圧式シールド掘進機、泥土圧式シールド掘進機などの土圧系シールド掘進機を使用するシールド工法、土圧式掘進機、泥土圧式掘進機などの土圧系掘進機を使用する推進工法など各種の掘削工法に用いるチャンバー内の掘削土砂の性状評価判定方法、及び土圧式シールド掘進機、泥土圧式シールド掘進機などの土圧系シールド掘進機、泥水式シールド掘進機を使用するシールド工法、土圧式掘進機、泥土圧式掘進機などの土圧系掘進機、泥水式掘進機を使用する推進工法など各種の掘削工法に用いるカッターヘッド前方の切羽の土質評価判定方法に関する。 The present invention relates to a shield method using an earth pressure shield excavator such as an earth pressure shield excavator, a mud pressure shield excavator, and a propulsion method using an earth pressure excavator such as an earth pressure excavator or a mud pressure excavator. The method of evaluating and evaluating the properties of excavated earth and sand in chambers used for various excavation methods, such as earth pressure type shield excavator, earth pressure type shield excavator such as mud pressure type shield excavator, shield method using muddy type shield excavator, The present invention relates to a method for evaluating the soil quality of a face in front of a cutter head used in various excavation methods such as an earth pressure excavator such as an earth excavator, a mud excavator, and a propulsion method using a muddy excavator.
本願発明者らは、先の出願（特許文献１）において、シールド掘進機を使用して掘削する地山の土砂の性質について、砂質土、砂礫は、粘着性がないが、土粒子のかみ合わせ効果やダイレイタンシーがあり、これがカッターの回転、土砂撹拌時の抵抗となり、粘性土は土粒子のかみ合わせ効果は少ないものの、粘着性、つまり土粒子間の吸着、土粒子とカッターや隔壁との吸着があり、これがカッターの回転、土砂撹拌時の抵抗となり、これらの抵抗の大きさは一般に土砂の硬軟によって異なることに着目し、これらの大きさを隔壁やカッタースポーク、又は撹拌翼、固定翼に設置するせん断力計により測定し、その測定値の大小によって土砂の性状を評価する方法を提案した。 In the prior application (Patent Document 1), the inventors of the present application disclose that, regarding the properties of earth and sand excavated by using a shield machine, sandy soil and gravel have no tackiness, but engage with soil particles. There is an effect and dilatancy, which is the resistance of the rotation of the cutter and the agitation of the earth and sand.Although the viscous soil has little effect of engaging the soil particles, the adhesiveness, that is, the adsorption between the soil particles, There is adsorption, which is the resistance of the rotation of the cutter and the agitation of the earth and sand, focusing on the fact that the magnitude of these resistances generally depends on the hardness and softness of the earth and sand. We proposed a method to measure the properties of earth and sand by measuring the measured value with a shear force meter installed at the site.
その他、この種の評価方法で土圧計を用いるものとして、例えば次のような文献（非特許文献（１）−（３））が公開されている。
（１）チャンバー内掘削土の塑性流動性評価と可視化ツールの開発 土木学会トンネル工学報告集，vol.22,pp.309-315,2012年11月 杉山博一ほか
（２）撹拌条件を考慮したチャンバー内塑性流動性評価方法（その１） 中谷篤史ほか
（３）撹拌条件を考慮したチャンバー内塑性流動性評価方法（その２） 杉山博一ほか
上記（２）、（３）はいずれも土木学会第７０回年次学術講演会 平成２７年９月
これらの報文では、土圧系シールドのチャンバー内塑性流動化の評価として、カッター側に付いている撹拌翼が隔壁に設置した土圧計の近傍を通過する際の土圧の変化、すなわち土圧計と撹拌翼の離隔や撹拌翼の通過速度に対する土圧の変化に着目し、土圧の大きさや振幅と対象土質の硬軟で塑性流動性を評価している。
In addition, for example, the following documents (Non-Patent Documents (1) to (3)) are disclosed as those using an earth pressure gauge in this type of evaluation method.
(1) Evaluation of plastic fluidity of excavated soil in chamber and development of visualization tool Tunnel Engineering Report of Japan Society of Civil Engineers, vol.22, pp.309-315, November 2012 Hirokazu Sugiyama et al. (2) Considering mixing conditions (1) Atsushi Nakatani et al. (3) Evaluating plastic flowability in chamber considering stirring conditions (2) Hirokazu Sugiyama et al. (2) and (3) above are both the Japan Society of Civil Engineers. The 70th Annual Scientific Lecture September 2015 In these reports, the evaluation of plastic fluidization in the chamber of the earth pressure system shield was performed by using a stirring blade attached to the cutter side near the earth pressure gauge installed on the partition wall. Paying attention to the change in earth pressure when passing through the earth, that is, the separation between the earth pressure gauge and the stirring blade and the change in earth pressure with respect to the passage speed of the stirring blade, evaluate the plastic fluidity with the magnitude and amplitude of the earth pressure and the hardness and softness of the target soil doing.
しかしながら、特許文献１の土圧式シールド工法に用いるチャンバー内掘削土の性状測定評価方法では、例えば土被り圧や地下水圧が略一定の場合には、特許文献１に示すせん断力のみの相対変化でチャンバー内の掘削土砂の性状を評価することができるものの、実際のシールド工事においては、シールド路線上で土被り圧や地下水圧が変化したり、地表やトンネル直上に重量物が存在したりするなど、シールド路線上で地山の土圧や水圧が変化する場合があり、このような場合、測定されるせん断力が土砂の性状によって変化するだけでなく、土砂の性状が同じでも、チャンバー内の圧力の状態によって値が変化する可能性があり、この場合、土砂性状の適正な評価を阻害する恐れがある、という問題がある。 However, in the method for measuring and evaluating the properties of excavated soil in a chamber used in the earth pressure type shield method of Patent Document 1, for example, when the overburden pressure and the groundwater pressure are substantially constant, the relative change of only the shear force shown in Patent Document 1 is used. Although it is possible to evaluate the properties of excavated earth and sand in the chamber, in actual shielding work, the overburden pressure and groundwater pressure will change on the shield route, and heavy objects will be present on the surface of the ground and directly above the tunnel. However, the earth pressure and water pressure of the ground may change on the shield line.In such a case, not only the measured shear force changes depending on the properties of the earth and sand, The value may change depending on the state of the pressure, and in this case, there is a problem that proper evaluation of the earth and sand properties may be hindered.
本発明は、このような従来の問題を解決するもので、土圧式シールド掘進機、泥土圧式シールド掘進機などの土圧系シールド掘進機を使用するシールド工法、土圧式掘進機、泥土圧式掘進機などの土圧系掘進機を使用する推進工法など、各種の掘削工法に用いるチャンバー内の掘削土砂の性状評価判定方法において、掘進路線上で土被り圧や地下水圧が変化したり、地表やトンネル直上に重量物が存在したりして、掘進路線上で地山の土圧や水圧が変化する場合でも、同一路線内でチャンバー内の掘削土砂の性状を相対的に評価判定すること、併せて土圧式シールド掘進機、泥土圧式シールド掘進機などの土圧系シールド掘進機、泥水式シールド掘進機を使用するシールド工法、土圧式掘進機、泥土圧式掘進機などの土圧系掘進機、泥水式掘進機を使用する推進工法など、各種の掘削工法に用いるカッターヘッド前方の切羽の土質評価判定方法において、カッターヘッド前方の地山の土質を相対的に評価判定すること、を目的とする。 The present invention is to solve such a conventional problem, and a shield method using an earth pressure shield excavator such as an earth pressure shield excavator, a mud pressure shield excavator, an earth pressure excavator, and a mud pressure excavator. In the method of evaluating the properties of excavated sediment in a chamber used for various excavation methods, such as the propulsion method using an earth pressure excavator, etc., the overburden pressure and groundwater pressure change on the excavation route, Even if there is a heavy object directly above and the earth pressure and water pressure of the ground change on the excavation route, the properties of the excavated sediment in the chamber are relatively evaluated and determined on the same route, Earth pressure type shield excavator, earth pressure type shield excavator such as mud pressure type excavator, shield method using mud type shield excavator, earth type excavator such as earth pressure type excavator, mud type excavator, mud type Digging Promotion method of using machine, the soil evaluation method for determining the working face of the front cutter head used in various drilling method, be evaluated relatively determine soil of natural ground in front cutter head, for the purpose of.
上記目的を達成するために、本発明は、
先端にカッターヘッドを有し、前記カッターヘッドの後部にチャンバーを備え、前記カッターヘッドで前記カッターヘッド前方の地山の掘削面である切羽を掘削し掘削土砂を前記チャンバーに取り込み、前記チャンバー内で撹拌混合して、当該土砂の土圧を切羽に作用させることにより切羽を安定化させ、地山を掘進する形式の土圧式、泥土圧式の各掘進機を含む土圧系掘進機を使用する各種の掘削工法に用いるチャンバー内の掘削土砂の性状評価判定方法であって、
掘削土砂による圧力及びせん断力が作用する前記チャンバー内の各部に、土圧計及びせん断力計を略同一の位置となるように近接して配置し、又は土水圧力とせん断力とを同時に測定可能なセンサを配置して、
前記チャンバー内の各部に作用する圧力及びせん断力を前記チャンバー内の各部に配置された略同一の位置の前記土圧計及び前記せん断力計、又は前記チャンバー内の各部に配置された土水圧力とせん断力とを同時に測定可能な前記センサにより測定し、
前記チャンバー内の各部におけるせん断力の値を土水圧力の値で除して得た数値によって、前記チャンバー内の掘削土砂の性状を評価判定する、
ことを要旨とする。
また、このチャンバー内の掘削土砂の性状評価判定方法は、次のように具体化される。
（１）チャンバー内における土圧計及びせん断力計、又はセンサの配置位置は、前記チャンバーをなすバルクヘッド及びスキンプレートの内面、撹拌翼の表面、固定翼の表面、アジテータの表面、前記カッターヘッドの前記チャンバーに対向する背面から適宜選定する。
（２）チャンバー内の各部において得られた土水圧力、せん断力、前記せん断力／前記土水圧力の各値を、カッターヘッドの回転角度に基づく前記チャンバー内の土圧計及びせん断力計、又はセンサの位置とともに、コンター図にして表す。
In order to achieve the above object, the present invention provides
A cutter head is provided at the tip, a chamber is provided at the rear of the cutter head, and the cutter head digs a face, which is an excavation surface of the ground in front of the cutter head, and takes in excavated earth and sand into the chamber. Stir and mix, stabilize the face by applying the earth pressure of the earth and sand to the face, and use various types of earth pressure excavators including each type of excavator of earth pressure type, mud pressure type to excavate the ground A method for evaluating the properties of excavated sediment in a chamber used in the excavation method of
At each part in the chamber where pressure and shear force due to excavated earth and sand act, a soil pressure gauge and a shear force meter are arranged close to each other so as to be at substantially the same position, or soil water pressure and shear force can be measured simultaneously Place the various sensors,
The earth pressure gauge and the shear force meter at substantially the same position arranged in each part in the chamber and the pressure and shear force acting on each part in the chamber , or the soil water pressure arranged in each part in the chamber Measuring the shear force and the sensor capable of simultaneously measuring ,
By the numerical value obtained by dividing the value of the shear force in each part in the chamber by the value of the soil water pressure, to evaluate and determine the properties of the excavated earth and sand in the chamber,
That is the gist.
The method for evaluating the property of excavated earth and sand in the chamber is embodied as follows.
(1) The location of the earth pressure gauge and shear force meter or sensor in the chamber is determined by the inner surface of the bulkhead and skin plate, the surface of the stirring blade, the surface of the fixed blade, the surface of the agitator, and the surface of the cutter head. It is appropriately selected from the back surface facing the chamber.
(2) Soil pressure, shear force, and each value of the shear force / the soil water pressure obtained in each part in the chamber are converted into a soil pressure gauge and a shear force meter in the chamber based on a rotation angle of a cutter head, or This is shown in a contour diagram together with the positions of the sensors.
また、上記目的を達成するために、本発明は、
先端にカッターヘッドを有し、前記カッターヘッドの後部にチャンバーを備え、前記カッターヘッドで前記カッターヘッド前方の地山の掘削面である切羽を掘削するとともに、前記チャンバーに泥水を供給して切羽に泥水を送り加圧することにより切羽を安定化させ、地山を掘進する形式の泥水式掘進機を使用する各種の掘削工法に用いるカッターヘッド前方の地山切羽の土質評価判定方法であって、
地山の切羽による圧力及びせん断力が作用する前記カッターヘッドの各部に、土圧計及びせん断力計を略同一の位置となるように近接して配置し、又は土水圧力とせん断力とを同時に測定可能なセンサを配置して、
前記カッターヘッドの各部に作用する圧力及びせん断力を前記カッターヘッドの各部に配置された略同一の位置の前記土圧計及び前記せん断力計、又は前記カッターヘッドの各部に配置された土水圧力とせん断力とを同時に測定可能な前記センサにより測定し、
前記カッターヘッドの各部におけるせん断力の値を土水圧力の値で除して得た数値によって、前記カッターヘッド前方の切羽の土質を評価判定する、
ことを要旨とする。
さらに、上記目的を達成するために、本発明は、
先端にカッターヘッドを有し、前記カッターヘッドの後部にチャンバーを備え、前記カッターヘッドで前記カッターヘッド前方の地山の掘削面である切羽を掘削し掘削土砂を前記チャンバーに取り込み、前記チャンバー内で撹拌混合して、当該土砂の土圧を切羽に作用させることにより切羽を安定化させ、地山を掘進する形式の土圧式、泥土圧式の各掘進機を含む土圧系掘進機を使用する各種の掘削工法に用いるカッターヘッド前方の地山切羽の土質評価判定方法であって、
地山の切羽による圧力及びせん断力が作用する前記カッターヘッドの各部に、土圧計及びせん断力計を略同一の位置となるように近接して配置し、又は土水圧力とせん断力とを
同時に測定可能なセンサを配置して、
前記カッターヘッドの各部に作用する圧力及びせん断力を前記カッターヘッドの各部に配置された略同一の位置の前記土圧計及び前記せん断力計、又は前記カッターヘッドの各部に配置された土水圧力とせん断力とを同時に測定可能な前記センサにより測定し、
前記カッターヘッドの各部におけるせん断力の値を土水圧力の値で除して得た数値によって、前記カッターヘッド前方の切羽の土質を評価判定する、
ことを要旨とする。
また、これらカッターヘッド前方の地山切羽の土質評価判定方法は、次のように具体化される。
（１）カッターヘッドにおける土圧計及びせん断力計、又はセンサの配置位置は、カッタスポークの前面、面盤の表面、コピーカッターの先端から適宜選定する。
（２）カッターヘッドの各部において得られた土水圧力、せん断力、前記せん断力／前記土水圧力の各値を、カッターヘッドの回転角度に基づく前記カッターヘッドの土圧計及びせん断力計、又はセンサの位置とともに、コンター図にして表す。
In order to achieve the above object, the present invention provides
A cutter head is provided at the tip, a chamber is provided at the rear of the cutter head, and the cutter head excavates a face, which is an excavated surface of the ground in front of the cutter head, and supplies muddy water to the chamber to make a face. A method for stabilizing a face by feeding and pressurizing muddy water, and a method for evaluating soil quality of a ground face in front of a cutter head used for various excavation methods using a muddy excavator of a type for excavating a ground,
At each part of the cutter head where the pressure and shear force by the face of the ground act, a soil pressure gauge and a shear force meter are arranged close to each other so as to be substantially at the same position, or the soil pressure and the shear force are simultaneously measured. Place a measurable sensor,
The soil pressure and the shear pressure acting on each part of the cutter head and the soil pressure gauge and the shear force gauge at substantially the same position disposed on each part of the cutter head , or the soil water pressure disposed on each part of the cutter head Measuring the shear force and the sensor capable of simultaneously measuring ,
By the numerical value obtained by dividing the value of the shear force in each part of the cutter head by the value of the soil water pressure, to evaluate and determine the soil quality of the face in front of the cutter head,
That is the gist.
Further, in order to achieve the above object, the present invention provides
A cutter head is provided at the tip, a chamber is provided at the rear of the cutter head, and the cutter head digs a face, which is an excavation surface of the ground in front of the cutter head, and takes in excavated earth and sand into the chamber. Stir and mix, stabilize the face by applying the earth pressure of the earth and sand to the face, and use various types of earth pressure excavators including each type of excavator of earth pressure type, mud pressure type to excavate the ground Soil evaluation method of the ground face in front of the cutter head used in the excavation method,
At each part of the cutter head where the pressure and shear force by the face of the ground act, a soil pressure gauge and a shear force meter are arranged close to each other so as to be substantially at the same position, or the soil pressure and the shear force are simultaneously measured. Place a measurable sensor,
The soil pressure and the shear pressure acting on each part of the cutter head and the soil pressure gauge and the shear force gauge at substantially the same position disposed on each part of the cutter head , or the soil water pressure disposed on each part of the cutter head Measuring the shear force and the sensor capable of simultaneously measuring ,
By the numerical value obtained by dividing the value of the shear force in each part of the cutter head by the value of the soil water pressure, to evaluate and determine the soil quality of the face in front of the cutter head,
That is the gist.
The method for evaluating the soil quality of the ground face in front of the cutter head is embodied as follows.
(1) The location of the earth pressure gauge, shear force gauge, or sensor in the cutter head is appropriately selected from the front surface of the cut-spoke, the surface of the face plate, and the tip of the copy cutter.
(2) The soil pressure, shear force, and each value of the shear force / the soil pressure obtained in each part of the cutter head are converted into a soil pressure meter and a shear force meter of the cutter head based on the rotation angle of the cutter head, or This is shown in a contour diagram together with the positions of the sensors.
（１）本発明の各種の掘削工法に用いるチャンバー内の掘削土砂の性状評価判定方法によれば、掘削土砂による圧力及びせん断力が作用するチャンバー内の各部に、土圧計及びせん断力計を略同一の位置となるように近接して配置し、又は土水圧力とせん断力とを同時に測定可能なセンサを配置して、チャンバー内の各部に作用する圧力及びせん断力をチャンバー内の各部に配置された略同一の位置の土圧計及びせん断力計、又はチャンバー内の各部に配置された土水圧力とせん断力とを同時に測定可能なセンサにより測定し、チャンバー内の各部におけるせん断力の値を土水圧力の値で除して得た数値によって、チャンバー内の掘削土砂の性状を評価判定するようにしたので、掘進路線上で土被り圧や地下水圧が変化したり、地表やトンネル直上に重量物が存在したりして、掘進路線上で地山の土圧や水圧が変化する場合でも、同一路線内でチャンバー内の掘削土砂の性状を相対的に評価判定することができる、という本発明独自の格別な効果を奏する。
この場合、チャンバー内の各部において得られた土水圧力、せん断力、せん断力／土水圧力の各値を、カッターヘッドの回転角度に基づくチャンバー内の土圧計及びせん断力計、又はセンサの位置とともに、コンター図にして表すことで、チャンバー内の掘削土砂の性状を可視化して容易に確認することができる、という利点を有する。
（２）本発明の各種の掘削工法に用いるカッターヘッド前方の地山切羽の土質評価判定方法によれば、地山の切羽による圧力及びせん断力が作用するカッターヘッドの各部に、土圧計及びせん断力計を略同一の位置となるように近接して配置し、又は土水圧力とせん断力とを同時に測定可能なセンサを配置して、カッターヘッドの各部に作用する圧力及びせん断力をカッターヘッドの各部に配置された略同一の位置の土圧計及びせん断力計、又はカッターヘッドの各部に配置された土水圧力とせん断力とを同時に測定可能なセンサにより測定し、カッターヘッドの各部におけるせん断力の値を土水圧力の値で除して得た数値によって、カッターヘッド前方の切羽の土質を評価判定するようにしたので、カッターヘッド前方の地山の土質を相対的に評価判定することができる、という本発明独自の格別な効果を奏する。
この場合、カッターヘッドの各部において得られた土水圧力、せん断力、せん断力／土水圧力の各値を、カッターヘッドの回転角度に基づくカッターヘッドの土圧計及びせん断力計、又はセンサの位置とともに、コンター図にして表すことで、地山の切羽の土質を可視化して容易に確認することができる、という利点を有する。
(1) According to the method for evaluating and evaluating the properties of excavated earth and sand in a chamber used in various excavation methods of the present invention, an earth pressure gauge and a shear force meter are generally provided at each part in a chamber where pressure and shear force due to excavated earth and sand act. The sensors are arranged close to each other so as to be at the same position, or a sensor capable of simultaneously measuring soil pressure and shear force is arranged, and the pressure and shear force acting on each part in the chamber are arranged on each part in the chamber. Soil pressure gauge and shear force meter at substantially the same position , or a soil water pressure and a shear force arranged in each part in the chamber are measured by a sensor capable of simultaneously measuring, and the value of the shear force in each part in the chamber is measured. The properties of the excavated earth and sand in the chamber were evaluated and judged based on the value obtained by dividing the value by the soil water pressure value.Therefore, the overburden pressure and groundwater pressure changed on the excavation route, and the ground surface and tunnel Even if there is a heavy object directly above, even if the earth pressure or water pressure of the ground changes on the excavation route, it is possible to relatively evaluate and determine the properties of the excavated sediment in the chamber within the same route, The present invention has a special effect unique to the present invention.
In this case, the soil water pressure, shearing force, and shearing force / soil pressure obtained in each part of the chamber are converted into the earth pressure gauge and the shearing force meter in the chamber based on the rotation angle of the cutter head, or the position of the sensor. In addition, there is an advantage that the properties of the excavated earth and sand in the chamber can be visualized and easily confirmed by representing the contour diagram.
(2) According to the method for evaluating the soil quality of the ground face in front of the cutter head used in various excavation methods according to the present invention, the soil pressure gauge and the shear are applied to each part of the cutter head to which the pressure and shear force by the face of the ground work. A force gauge is arranged close to the same position, or a sensor capable of simultaneously measuring soil pressure and shear force is arranged, and the pressure and shear force acting on each part of the cutter head are measured by the cutter head. The soil pressure gauge and shear force gauge at approximately the same position arranged in each part of the cutter head , or the soil water pressure and shear force arranged in each part of the cutter head are measured by a sensor capable of simultaneously measuring, and the shear in each part of the cutter head is measured. The value obtained by dividing the force value by the soil water pressure value was used to evaluate and determine the soil quality of the face in front of the cutter head. Can be evaluated determination achieves the present invention own particular effect that.
In this case, the soil water pressure, the shearing force, and the values of the shearing force / soil pressure obtained at each part of the cutter head are converted into the soil pressure gauge and the shear force gauge of the cutter head based on the rotation angle of the cutter head, or the position of the sensor. At the same time, there is an advantage that it is possible to visualize and easily confirm the soil quality of the face of the ground by expressing it in a contour diagram.
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に泥土圧式シールド工法に用いるチャンバー内の掘削土砂の性状評価判定方法を示している。 Next, an embodiment for carrying out the present invention will be described with reference to the drawings. FIG. 1 shows a method of evaluating and judging the properties of excavated earth and sand in a chamber used in the mud pressure shield method.
図１に示すように、先端にカッターヘッド１１を有し、カッターヘッド１１の後部にチャンバー１２を備える泥土圧式シールド掘進機１（以下、単に掘進機１という。）を使用して行う泥土圧式シールド工法では、カッターヘッド１１前方の地山の掘削面である切羽Ｇを掘削し、掘削した土砂をチャンバー１２に取り込み、加泥材を注入して、カッターヘッド１１並びにチャンバー１２内に配置される撹拌翼１３１、固定翼１３２により撹拌混合することにより、掘削土砂を塑性流動性と不透水性を有する泥土に変換し、この泥土をチャンバー１２内とチャンバー１２から後方に延びるスクリューコンベア１４などからなる排土装置内に充満させ、この状態を維持しながらシールドジャッキ１５の推力によりチャンバー１２内の泥土に泥土圧を発生させて、この土砂の土圧を切羽に作用させることにより切羽Ｇの土圧と地下水圧に対抗して、切羽Ｇを安定化させ、掘進機１をその推進量と排土量のバランスを図りながら地山を掘進することが行われる。
このような泥土圧式シールド工法においては、切羽Ｇの安定を適切に保つために、チャンバー１２内の掘削土砂を良好に塑性流動化する必要があり、このため、チャンバー１２内掘削土砂の性状の適切な評価が重要となる。
そして、このチャンバー１２内の掘削土砂の性状評価判定方法では、掘削土砂による圧力及びせん断力が作用するチャンバー１２内の各部に、土圧計１６及びせん断力計１７を略同一の位置となるように近接配置し、それぞれの受圧面、受感面を基本的にチャンバー１２の内側に向けて取り付け、チャンバー１２内の各部に作用する圧力及びせん断力を土圧計１６及びせん断力計１７により測定し、チャンバー１２内の各部におけるせん断力の値を土水圧力の値で除して得た数値によって、チャンバー１２内の掘削土砂の性状を評価判定する。
なお、ここで土圧計１６は、チャンバー１２内の各部で発生する土圧（圧力）を検知する略平板形状の計測機材で、片側一方の面が圧力を受け反応（受圧）する受圧面になっている。せん断力計１７はチャンバー１２内の各部、各部材と掘削土砂との間で発生するせん断力を感知する略平板形状の計測機材で、片側一方の面が圧力を受け反応（感知）する受感面になっている。
As shown in FIG. 1, a mud pressure shield excavator 1 (hereinafter, simply referred to as an excavator 1) having a cutter head 11 at a tip and a chamber 12 at a rear portion of the cutter head 11. In the construction method, a face G, which is an excavation surface of the ground in front of the cutter head 11, is excavated, the excavated earth and sand is taken into the chamber 12, a mud material is injected, and stirring is performed in the cutter head 11 and the chamber 12. The agitated and mixed by the blades 131 and the fixed blades 132 converts the excavated earth and sand into mud having plastic fluidity and water impermeability, and the mud is discharged from the chamber 12 and a screw conveyor 14 extending rearward from the chamber 12 and the like. The soil device is filled, and the mud in the chamber 12 is pressed by the thrust of the shield jack 15 while maintaining this state. Then, the earth pressure of the earth and sand acts on the face to stabilize the face G against the earth pressure of the face G and the groundwater pressure, and the excavator 1 balances the propulsion amount and the earth removal amount. Excavation is performed while planning.
In such a mud pressure shield method, the excavated soil in the chamber 12 needs to be well plasticized and fluidized in order to maintain the stability of the face G properly. Evaluation is important.
In the method for evaluating the property of the excavated earth and sand in the chamber 12, the earth pressure gauge 16 and the shear force gauge 17 are set at substantially the same position in each part in the chamber 12 where the pressure and the shear force due to the excavated earth and sand act. Closely arranged, each pressure receiving surface, the sensing surface is basically attached to the inside of the chamber 12, and the pressure and shear force acting on each part in the chamber 12 are measured by the earth pressure gauge 16 and the shear force meter 17, The properties of the excavated earth and sand in the chamber 12 are evaluated and determined based on a numerical value obtained by dividing the value of the shearing force in each part in the chamber 12 by the value of the soil water pressure.
Here, the earth pressure gauge 16 is a substantially flat plate-shaped measuring device for detecting earth pressure (pressure) generated in each part in the chamber 12, and one surface on one side is a pressure receiving surface for receiving a pressure and reacting (receiving pressure). ing. The shear force meter 17 is a substantially flat plate-shaped measuring device for detecting a shear force generated between each part in the chamber 12 and each member and the excavated earth and sand. Face.
この評価判定方法においては、特にチャンバー１２内の土圧計１６及びせん断力計１７の配置位置として、チャンバー１２の内面、撹拌翼１３１の表面、固定翼１３２の表面、アジテータの表面（不図示）、カッターヘッド１１のチャンバー１２に対向する背面にそれぞれ、土圧計１６及びせん断力計１７を略同一の位置となるように近接して設置して、泥土がチャンバー１２の内面、撹拌翼１３１の表面、固定翼１３２の表面、アジテータの表面、カッターヘッド１１の背面に作用する圧力及びせん断力を計測する。
この場合、チャンバー１２の内面はチャンバー１２の底となるバルクヘッド（隔壁）１２１、及びチャンバー１２の内周面となるシールドスキンプレート１０の前端部側内周面であり、このチャンバー１２に設置する土圧計１６及びせん断力計１７は、土圧計１６の受圧面、せん断力計１７の受感面がチャンバー１２のバルクヘッド１２１とシールドスキンプレート１０の前端部側内周面に略同一面となるように、チャンバー１２のバルクヘッド１２１とシールドスキンプレート１０の前端部側内周面の適宜の計測位置に埋め込み設置する。
撹拌翼１３１の表面は、カッターヘッド（カッタースポーク）１１の背面に突設されてチャンバー１２に向けて延び、カッターヘッド１１とともに回転される撹拌翼１３１の周面であり、固定翼１３２の表面は、チャンバー１２のバルクヘッド１２１に固定されてシールドスキンプレート１０の前端部に向けて延びる固定翼１３２の周面であり、この撹拌翼１３１、固定翼１３２に設置する土圧計１６及びせん断力計１７は、土圧計１６の受圧面、せん断力計１７の受感面をカッターヘッド１１の回転方向に対して略直交する方向に向けて、すなわち土圧計１６の受圧面、せん断力計１７の受感面がチャンバー１２内の掘削土砂の流れに略対向するように、又はカッターヘッド１１の回転方向と略平行にして、すなわち土圧計１６の受圧面、せん断力計１７の受感面がチャンバー１２内の掘削土砂の流れに略沿うように設置する。
なお、この場合、カッターヘッド１１は正転方向又は逆転方向に回転可能になっているので、いずれの方向の回転に対しても撹拌翼１３１、固定翼１３２の土圧計１６、せん断力計１７が掘削土砂に反応できるように、２方向の土圧計１６、せん断力計１７を設置してもよい。また、この場合、土圧計１６、せん断力計１７はその受圧面、受感面をシールド掘進機１の軸芯に向けて設置してもよく、シールド掘進機１の周面（シールドスキンプレート１０の内周面）に向けて設置してもよく、さらに、２方向の土圧計１６、せん断力計１７を設置してもよい。また、土圧計１６、せん断力計１７はその受圧面、受感面をシールド掘進機１の後方、すなわちチャンバー１２のバルクヘッド１２１に向けて設置してもよく、シールド掘進機１の前方、すなわちカッターヘッド１１の背面に向けて設置してもよく、さらに、その２方向の土圧計１６、せん断力計１７を設置してもよい。また、土圧計１６、せん断力計１７は上記各種の設置形式を組み合せて設置してもよい。さらに、この土圧計１６、せん断力計１７は撹拌翼１３１、固定翼１３２の先端に設置されてもよく、この場合、受圧面、受感面をカッターヘッド１１の回転方向と略平行に向ければよい。
アジテータについては特に図示していないが、アジテータの表面に設置する土圧計、せん断力計はその受圧面、受感面をアジテータの回転方向に対して略直交する方向に向けて又は略平行に設置する。
なお、この場合、アジテータは正転方向又は逆転方向に回転可能になっているので、いずれの方向の回転に対してもアジテータの土圧計、せん断力計が掘削土砂に反応できるように、２方向の土圧計、せん断力計を設置してもよい。
カッターヘッド（カッタースポーク）１１の背面に設置する土圧計１６、せん断力計１７はその受圧面、受感面をカッターヘッド１１の回転方向に対して略直交する方向に向けて又は略平行に設置する。
なお、この場合、カッターヘッド１１は正転方向又は逆転方向に回転可能になっているので、いずれの方向の回転に対してもカッターヘッド１１の土圧計１６、せん断力計１７が掘削土砂に反応できるように、２方向の土圧計１６、せん断力計１７を設置してもよい。
In this evaluation / judgment method, the positions of the earth pressure gauge 16 and the shear force meter 17 in the chamber 12 are, in particular, the inner surface of the chamber 12, the surface of the stirring blade 131, the surface of the fixed blade 132, the surface of the agitator (not shown), An earth pressure gauge 16 and a shear force gauge 17 are installed close to each other on the back surface of the cutter head 11 facing the chamber 12 so as to be located at substantially the same position. The pressure and shear force acting on the surface of the fixed wing 132, the surface of the agitator, and the back of the cutter head 11 are measured.
In this case, the inner surface of the chamber 12 is a bulkhead (partition) 121 serving as the bottom of the chamber 12 and the inner peripheral surface on the front end side of the shield skin plate 10 serving as the inner peripheral surface of the chamber 12. In the earth pressure gauge 16 and the shear force meter 17, the pressure receiving surface of the earth pressure gauge 16 and the sensing surface of the shear force meter 17 are substantially flush with the bulkhead 121 of the chamber 12 and the inner peripheral surface on the front end side of the shield skin plate 10. As described above, the bulkhead 121 and the shield skin plate 10 of the chamber 12 are embedded and installed at appropriate measurement positions on the inner peripheral surface on the front end side.
The surface of the stirring blade 131 protrudes from the rear surface of the cutter head (cutter spoke) 11, extends toward the chamber 12, is the peripheral surface of the stirring blade 131 rotated together with the cutter head 11, and the surface of the fixed blade 132 is , A peripheral surface of a fixed blade 132 fixed to the bulkhead 121 of the chamber 12 and extending toward the front end of the shield skin plate 10. The stirring blade 131, the earth pressure gauge 16 and the shear force meter 17 installed on the fixed blade 132 Indicates that the pressure-receiving surface of the earth pressure gauge 16 and the sensing surface of the shear force meter 17 are oriented in a direction substantially orthogonal to the rotation direction of the cutter head 11, that is, the pressure-receiving surface of the earth pressure gauge 16 and the sensitivity of the shear force meter 17. The surface is substantially opposed to the flow of excavated earth and sand in the chamber 12 or substantially parallel to the rotation direction of the cutter head 11, that is, the pressure receiving surface of the earth pressure gauge 16, N sensitive surface of the shear force gauge 17 is installed along substantially the flow of drilling sediment in the chamber 12.
In this case, since the cutter head 11 is rotatable in the normal rotation direction or the reverse rotation direction, the earth pressure gauge 16 and the shear force gauge 17 of the stirring blade 131 and the fixed blade 132 are rotated for any direction. A two-way earth pressure gauge 16 and a shear force gauge 17 may be provided so as to be able to react to excavated earth and sand. In this case, the earth pressure gauge 16 and the shear force meter 17 may be installed with their pressure-receiving surface and sensing surface facing the axis of the shield machine 1, and the peripheral surface of the shield machine 1 (the shield skin plate 10). (Inner peripheral surface of the device), and a bidirectional earth pressure gauge 16 and a shear force gauge 17 may be installed. In addition, the earth pressure gauge 16 and the shear force meter 17 may be provided with their pressure-receiving surface and sensing surface facing the shield machine 1, that is, toward the bulkhead 121 of the chamber 12, and in front of the shield machine 1, ie, It may be installed facing the back of the cutter head 11, and furthermore, the earth pressure gauge 16 and the shear force gauge 17 may be installed in the two directions. Further, the earth pressure gauge 16 and the shear force gauge 17 may be installed in combination with the above various installation types. Further, the earth pressure gauge 16 and the shear force gauge 17 may be installed at the tips of the stirring blade 131 and the fixed blade 132. In this case, if the pressure receiving surface and the sensing surface are oriented substantially parallel to the rotation direction of the cutter head 11, Good.
The agitator is not specifically shown, but the earth pressure gauge and shear force gauge installed on the surface of the agitator are installed with their pressure-receiving surface and sensing surface oriented in a direction substantially orthogonal to the rotation direction of the agitator or substantially parallel to it. I do.
In this case, the agitator is rotatable in the normal direction or the reverse direction, so that the agitator's earth pressure gauge and shear force gauge can respond to excavated earth and sand in both directions. May be installed.
The earth pressure gauge 16 and the shear force gauge 17 installed on the back of the cutter head (cutter spoke) 11 have their pressure-receiving surface and sensing surface oriented in a direction substantially perpendicular to the rotation direction of the cutter head 11 or substantially parallel thereto. I do.
In this case, since the cutter head 11 is rotatable in the normal rotation direction or the reverse rotation direction, the earth pressure gauge 16 and the shear force meter 17 of the cutter head 11 react to the excavated earth and sand in any rotation. A two-way earth pressure gauge 16 and a shear force gauge 17 may be installed so as to be able to do so.
このようにしてこのチャンバー１２内の掘削土砂の性状評価判定方法では、掘進機１のカッターヘッド１１で掘削した土砂をカッターヘッド１１後部に設けたチャンバー１２に取り込み、加泥材を注入して、チャンバー１２内の撹拌翼１３１、固定翼１３２、アジテータにより撹拌混合する間、この撹拌混合時の土砂の流動により、チャンバー１２を構成するバルクヘッド１２１及びシールドスキンプレート１０の内面、撹拌翼１３１及び固定翼１３２の表面、アジテータの表面、カッターヘッド１１の背面にそれぞれ圧力、せん断力が発生し、その大きさは一般に土砂の硬軟によって異なるので、その大きさを各土圧計１６及び各せん断力計１７により測定し、これにより得たせん断力の値を土水圧力の値で除した数値（「せん断力／土水圧力」で算出される掘削土砂とバルクヘッドなどチャンバー内の各部との摩擦係数に相当）の大きさ（大小）で、掘削土砂の性状を評価する。このようにせん断力の値を土水圧力の値で除して無次元化することで、土被り圧や地下水圧、さらに重量物などによる土圧の変化に影響されることなしに、チャンバー１２内の掘削土砂の性状を相対評価することが可能となる。
図２，図３は縦軸にせん断力Ｓ（せん断応力τ）、横軸に直力Ｎ（直応力σ）をとったMohrの応力場を表す。せん断力計１７はＳ1，Ｓ2，Ｓ3を測定するものであり、土圧計１６は測定される土水圧に当該受圧面積を乗ずることで直力Ｎを算出するものである。直力Ｎの大きさは土被り圧や地下水圧、さらに重量物などによって変化する。
図２は砂質土の場合で、状態(1)はある粘着力Ｃ（一般にはほとんど0に近い）と内部摩擦角φ1を有する原地盤の状態とする。これに加泥材を添加し撹拌すると、砂粒子のかみ合わせの抵抗が減少し、状態(2)（内部摩擦角φ2）、または状態(3)（内部摩擦角φ3）の性状となる（φ1>φ2>φ3）。
一方，理論上ある直力場Ｎ（直応力場σ）において、状態(1),(2),(3)でそれぞれせん断力Ｓ1，Ｓ2，Ｓ3（またはせん断応力τ1，τ2，τ3）が表される（Ｓ1，Ｓ2，Ｓ3は状態(1),(2),(3)を表す直線と直応力場Ｎを通り縦軸に平行な直線との交点をも表す）。また、せん断力／土水圧力は，ある直力場Ｎ（直応力場σ）において、状態(1),(2),(3)に応じてＳ1/Ｎ，Ｓ2/Ｎ，Ｓ3/Ｎを表すもので、これは原点ＯとそれぞれＳ1，Ｓ2，Ｓ3を結ぶ直線の勾配を表す（Ｓ1/Ｎ>Ｓ2/Ｎ>Ｓ3/Ｎ）。
すなわち，Ｓ1/Ｎ，Ｓ2/Ｎ，Ｓ3/Ｎを算出評価することは状態(1),(2),(3)の内部摩擦角φ1，φ2，φ3を評価することと同値であるので、掘削土砂の性状を相対評価できると言える。
図３は粘性土の場合で、状態(1)はある内部摩擦角φ（一般にはほとんど0に近い）と粘着力Ｃ1を有する原地盤の状態とする。これに加泥材を添加し撹拌すると、土粒子間の分子間力が減少し、状態(2)（粘着力Ｃ2），または状態(3)（粘着力Ｃ3）の性状となる（Ｃ1>Ｃ2>Ｃ3）。
一方，理論上ある直力場Ｎ（直応力場σ）において，状態(1),(2),(3)でそれぞれせん断力Ｓ1，Ｓ2，Ｓ3（またはせん断応力τ1，τ2，τ3）が表される（Ｓ1，Ｓ2，Ｓ3は状態(1),(2),(3)を表す直線と直応力場Ｎを通り縦軸に平行な直線との交点をも表す）。また、せん断力／土水圧力は、ある直力場Ｎ（直応力場σ）において、状態(1),(2),(3)に応じてＳ1/Ｎ，Ｓ2/Ｎ，Ｓ3/Ｎを表すもので、これは原点ＯとそれぞれＳ1，Ｓ2，Ｓ3を結ぶ直線の勾配を表す（Ｓ1/Ｎ>Ｓ2/Ｎ>Ｓ3/Ｎ）。
すなわち，Ｓ1/Ｎ，Ｓ2/Ｎ，Ｓ3/Ｎを算出評価することは状態(1),(2),(3)の粘着力Ｃ1，Ｃ2，Ｃ3を評価することと同値であるので，掘削土砂の性状を相対評価できると言える。
In this way, in the method for evaluating the properties of the excavated earth and sand in the chamber 12, the earth and sand excavated by the cutter head 11 of the excavator 1 is taken into the chamber 12 provided at the rear of the cutter head 11, and the mud material is injected. During the stirring and mixing by the stirring blades 131, the fixed blades 132, and the agitator in the chamber 12, the flow of the earth and sand at the time of the stirring and mixing causes the inner surfaces of the bulkhead 121 and the shield skin plate 10 constituting the chamber 12, the stirring blades 131 and the fixed. Pressure and shear force are generated on the surface of the wing 132, the surface of the agitator, and the back of the cutter head 11, respectively. The magnitude of the pressure and shear strength generally differs depending on the hardness of the earth and sand. And the resulting shear force divided by the soil pressure value (“shear force / soil The size of the corresponding coefficient of friction of the respective parts of the chamber such as excavation soil and bulkhead calculated by force ") (magnitude), to evaluate the properties of the drilling soil. By dividing the value of the shearing force by the value of the soil water pressure to make it dimensionless, the pressure of the chamber 12 is not affected by the change in the earth pressure due to the overburden pressure, the underground water pressure, and the weight. It is possible to make a relative evaluation of the properties of excavated earth and sand inside the building.
2 and 3 show Mohr's stress field in which the vertical axis represents shear force S (shear stress τ) and the horizontal axis represents direct force N (direct stress σ). The shear force meter 17 measures S 1 , S 2 , and S 3 , and the earth pressure gauge 16 calculates the direct force N by multiplying the measured soil water pressure by the pressure receiving area. The magnitude of the direct force N varies depending on the earth covering pressure, the groundwater pressure, and the weight.
Figure 2 in the case of sandy soil, state (1) the state of the original ground has a certain adhesive strength C (typically close almost to zero in) the internal friction angle phi 1. When a mud material is added and agitated, the resistance of the engagement of the sand particles is reduced, and the properties of state (2) (internal friction angle φ 2 ) or state (3) (internal friction angle φ 3 ) are obtained ( φ 1 > φ 2 > φ 3 ).
On the other hand, in the theoretical direct force field N (direct stress field σ), the shear forces S 1 , S 2 , S 3 (or the shear stress τ 1 , τ 2 ) in states (1), (2), and (3), respectively. , Τ 3 ) (S 1 , S 2 , S 3 are the intersections of the straight lines representing the states (1), (2), (3) and the straight lines passing through the direct stress field N and parallel to the vertical axis. Also represents). Further, the shearing force / soil pressure is S 1 / N, S 2 / N, S 3 in a certain direct force field N (direct stress field σ) according to the states (1), (2), and (3). / N, which represents the gradient of a straight line connecting the origin O and S 1 , S 2 , S 3 respectively (S 1 / N> S 2 / N> S 3 / N).
That is, calculating and evaluating S 1 / N, S 2 / N, and S 3 / N means evaluating the internal friction angles φ 1 , φ 2 , and φ 3 of the states (1), (2), and (3). Therefore, it can be said that the properties of excavated soil can be relatively evaluated.
Figure 3 in the case of cohesive soil, state (1) the state of the original ground with the internal angle of friction with phi (typically close to almost zero in) adhesion C 1. When a mud material is added and agitated, the intermolecular force between the soil particles is reduced, and the properties of the state (2) (adhesive force C 2 ) or the state (3) (adhesive force C 3 ) are obtained (C 1> C 2> C 3) .
On the other hand, in the theoretical direct force field N (direct stress field σ), the shear forces S 1 , S 2 , S 3 (or the shear stress τ 1 , τ 2 ) in states (1), (2), and (3), respectively. , Τ 3 ) (S 1 , S 2 , S 3 are the intersections of the straight lines representing the states (1), (2), (3) and the straight lines passing through the direct stress field N and parallel to the vertical axis. Also represents). Further, the shearing force / soil pressure is S 1 / N, S 2 / N, S 3 in a certain direct force field N (direct stress field σ) according to the states (1), (2), and (3). / N, which represents the gradient of a straight line connecting the origin O and S 1 , S 2 , S 3 respectively (S 1 / N> S 2 / N> S 3 / N).
That is, calculating and evaluating S 1 / N, S 2 / N, and S 3 / N is equivalent to evaluating the adhesive strengths C 1 , C 2 , and C 3 of the states (1), (2), and (3). Since the values are the same, it can be said that the properties of excavated soil can be relatively evaluated.
そして、チャンバー１２内の各部において得られた土水圧力、せん断力、せん断力／土水圧力の各値を、カッターヘッド１１の回転角度に基づくチャンバー１２内の土圧計１６及びせん断力計１７の位置とともに、一般のＰＣ（パーソナルコンピュータ）で既存のソフトウェアを用いてデータ処理し、その結果をＰＣのディスプレイ上にコンター図化して表すことにより、チャンバー１２内の掘削土の性状を可視化することが可能である。 Then, the soil pressure, the shearing force, and the shearing force / soil pressure obtained in each part in the chamber 12 are measured by the soil pressure gauge 16 and the shearing force meter 17 in the chamber 12 based on the rotation angle of the cutter head 11. Data processing using existing software with a general PC (personal computer) along with the position, and displaying the results on a contour display on a PC display make it possible to visualize the properties of the excavated soil in the chamber 12. It is possible.
本願発明者らはこの性状評価判定方法に関する実験を行った。この実験では、実際の工事に供した直径２ｍ級の泥土圧式シールド掘進機を利用し、図４に示すように、チャンバー１２のバルクヘッド１２１に土圧計１６とせん断計１７とを略同一の位置となるように取り付け、図５に示すように、土槽Ｔ内に砂質土又は粘性土の地盤Ｓを作製して、この地盤Ｓに掘進機１を掘進させた。そして、その土圧、せん断力を測定し、せん断力／土水圧力の評価を試みた。
実験のケースは、図６に示すとおり、合計８ケースで、砂質土では、加泥材の種類、撹拌機構（この場合、固定翼の有無）の相違、カッター回転速度、掘進速度の変化により実験を実施して、その相対比較を行い、粘性土では、加泥材は１種類で、撹拌機構（この場合、固定翼の有無）の相違、掘進速度の変化により実験を実施して、その相対比較を行った。
図７に代表的な実験結果を示す。図７の横軸は掘進機１を掘進させた距離を表す。図７の左縦軸は「せん断力／土水圧力」を表す。この場合、「せん断力／土水圧力」の正負はカッターヘッド１１の回転方向の右、左に相当する。図７の右縦軸は砂質土での実験における地下水位の推移を表す。この場合、図５の土槽の天端をＧＬ−０として表記した。
図７（ａ）のケース１は、掘進機１を砂質土で加泥材を用いずに掘進させた場合で、せん断力が最も大きくなるケースである。この場合、掘進距離０〜５００ｍｍの範囲は掘進の初期段階で、掘進距離に対する排土量の制御が適切でなくチャンバー１２内の塑性流動が不適切であると考えられるので、掘進距離６００〜１５００ｍｍの値を以降の比較の基準とする。
図７（ｂ）のケース２は、掘進機１を砂質土で加泥材に高分子系材料を用いて掘進させた場合で、高分子系材料の効果により、土粒子間のかみ合わせ効果がケース１と比べて小さくなっている。
図７（ｃ）のケース６は、掘進機１を砂質土で加泥材に気泡を用いて掘進させた場合で、ケース１の加泥材を用いていない砂のみの場合、ケース２の加泥材に高分子系材料を用いた場合よりもさらに土粒子間のかみ合わせ効果が小さくなり、「せん断力／土水圧力」が小さくなっている。砂のみ＞高分子系材料＞気泡の順で値が小さくなっていることから、加泥材による塑性流動の良否を表していると考えられる。
図７（ｄ）のケース４は、固定翼のない掘進機を砂質土でケース２と同様に加泥材に高分子系材料を用いて掘進させた場合で、このケースでは、「せん断力／土水圧力」が大きく、また変動している。これはバルクヘッド１２１に固定翼がなく、チャンバー１２内の掘削土砂がカッターヘッド１１とともに供回りし、適切に撹拌されなかった可能性が考えられる。また、排土を確認したところ、一部で砂のみが排出され、加泥材が適切に混合撹拌されていなかったことから、チャンバー１２内で塑性流動化が適切に行われなかったと考えられる。
図７（ｅ）のケース８は、掘進機１を粘性土で加泥材に水を用いて掘進させた場合である。この場合、掘進距離０〜２００ｍｍは切羽圧のバランス、排土量の制御が適切でなかったので、掘進距離３００〜１５００ｍｍで評価すると、ケース１と同レベルの「せん断力／土水圧力」で、かつ値の振れが大きくなっている。これは粘性土の粘着力により土粒子がバルクヘッド１２１に固結しようとすることが可能性として考えられる。
今回の実験は数限られたものであり、チャンバー１２内の圧力が実工事の場合よりも小さいので、「せん断力／土水圧力」も微少であり、少しの土質の変化でその大きさや振れが変化する。実工事では切羽圧である土水圧力も大きくなり、せん断力も大きくなるので、より明確な指標判断が可能になると考えられる。
The inventors of the present application conducted an experiment on this property evaluation determination method. In this experiment, a 2 m-diameter mud pressure shield excavator used for actual construction was used, and as shown in FIG. 4, the earth pressure gauge 16 and the shear gauge 17 were placed in the bulkhead 121 of the chamber 12 at substantially the same position. Then, as shown in FIG. 5, a ground S of sandy soil or cohesive soil was prepared in a soil tank T, and an excavator 1 was excavated in the ground S. Then, the earth pressure and the shearing force were measured to evaluate the shearing force / soil pressure.
As shown in FIG. 6, the total number of experimental cases was eight. For sandy soil, the type of mud material, the difference in the stirring mechanism (in this case, the presence or absence of fixed wings), the change in the cutter rotation speed, and the change in the excavation speed were considered. An experiment was carried out and a relative comparison was made. In the case of cohesive soil, only one kind of mud material was used. Relative comparisons were made.
FIG. 7 shows representative experimental results. The horizontal axis of FIG. 7 represents the distance at which the excavator 1 was excavated. The left vertical axis in FIG. 7 represents "shear force / soil pressure". In this case, the sign of “shearing force / soil pressure” corresponds to the right or left in the rotation direction of the cutter head 11. The vertical axis on the right in FIG. 7 represents the change of the groundwater level in the experiment on the sandy soil. In this case, the top of the earthen tub in FIG. 5 is described as GL-0.
Case 1 in FIG. 7 (a) is a case where the excavator 1 is excavated with sandy soil without using a muddy material, and is the case where the shearing force is the largest. In this case, the range of the excavation distance of 0 to 500 mm is considered to be inappropriate at the initial stage of excavation, because the control of the amount of earth removal with respect to the excavation distance is not appropriate and the plastic flow in the chamber 12 is inappropriate. Is used as a reference for the subsequent comparison.
Case 2 of FIG. 7 (b) is a case where the excavator 1 is excavated with sandy soil using a polymer material as a mud material, and the effect of the polymer material reduces the meshing effect between the soil particles. It is smaller than Case 1.
Case 6 of FIG. 7 (c) is a case where the excavator 1 is excavated with a sandy soil using air bubbles as a mud material. The meshing effect between the soil particles is further reduced as compared with the case where the polymer material is used as the mud material, and the "shear force / soil pressure" is reduced. Since the value is smaller in the order of sand only> polymeric material> bubbles, it is considered that the value indicates the quality of the plastic flow by the mud material.
Case 4 in FIG. 7 (d) is a case in which a mining machine without fixed wings is digged with sandy soil using a polymer material as a muddy material as in Case 2, and in this case, "shearing force" / Soil pressure "is large and fluctuates. This may be because the bulkhead 121 has no fixed wings, and the excavated earth and sand in the chamber 12 rotates together with the cutter head 11 and is not appropriately stirred. In addition, when the earth removal was confirmed, only sand was partially discharged, and the muddy material was not properly mixed and stirred. It is considered that the plastic fluidization was not properly performed in the chamber 12.
Case 8 in FIG. 7E shows a case where the excavator 1 is excavated with viscous soil using water as a mud material. In this case, when the excavation distance is 0 to 200 mm, the balance of the face pressure and the control of the amount of earth removal were not appropriate. , And the fluctuation of the value is large. This is considered as a possibility that the soil particles try to solidify on the bulkhead 121 by the adhesive force of the viscous soil.
In this experiment, the number of experiments was limited. Since the pressure in the chamber 12 was smaller than that in the actual construction, the "shearing force / soil pressure" was very small. Changes. In actual construction, the soil pressure, which is the face pressure, increases, and the shearing force also increases.
以上説明したように、この泥土圧シールド工法に用いるチャンバー内の掘削土砂の性状評価判定方法によれば、掘削土砂による圧力及びせん断力が作用するチャンバー１２内の各部に、土圧計１６及びせん断力計１７を略同一の位置となるように近接して設置し、チャンバー１２内の各部に作用する圧力及びせん断力を土圧計１６及びせん断力計１７により測定し、チャンバー１２内の各部におけるせん断力の値を土水圧力の値で除して得た数値（「せん断力／土水圧力」で算出される掘削土砂とバルクヘッドなどチャンバー内の各部との摩擦係数に相当）の大きさ（大小）によって、チャンバー１２内の掘削土砂の性状を評価判定するようにしたので、掘進路線上で土被り圧や地下水圧が変化したり、地表やトンネル直上に重量物が存在したりして、掘進路線上で地山の土圧や水圧が変化する場合でも、同一路線内でチャンバー１２内の掘削土砂の性状を相対的に評価判定することができる。
そして、チャンバー１２内の各部において得られた土水圧力、せん断力、せん断力／土水圧力の各値を、カッターヘッド１１の回転角度に基づくチャンバー１２内の土圧計１６及びせん断力計１７の位置とともに、コンター図にして表すことで、チャンバー１２内の掘削土砂の性状を可視化して容易に確認することができる。
As described above, according to the method for evaluating the properties of the excavated earth and sand in the chamber used in the mud pressure shield method, the earth pressure gauge 16 and the shear force are applied to each part in the chamber 12 where the pressure and shear force due to the excavated earth and sand act. The pressure and the shearing force acting on each part in the chamber 12 are measured by the earth pressure gauge 16 and the shearing force meter 17, and the shearing force in each part in the chamber 12 is measured. (The coefficient of friction between the excavated soil and the bulkhead and other parts in the chamber, such as the bulkhead calculated by "shear force / soil pressure") (large and small) ), The properties of the excavated earth and sand in the chamber 12 are evaluated and determined, so that the earth covering pressure and the groundwater pressure change on the excavation route, or that heavy objects exist on the ground surface or directly above the tunnel. Rishite, even if a change in earth pressure and water pressure natural ground on excavation route can be relatively evaluated determining the properties of the drilling soil in the chamber 12 in the same route.
Then, the soil pressure, the shearing force, and the shearing force / soil pressure obtained in each part in the chamber 12 are measured by the soil pressure gauge 16 and the shearing force meter 17 in the chamber 12 based on the rotation angle of the cutter head 11. By displaying the contour diagram together with the position, the properties of the excavated earth and sand in the chamber 12 can be visualized and easily confirmed.
なお、この実施の形態では、掘削土砂による圧力及びせん断力が作用するチャンバー内の各部に、土圧計及びせん断力計を略同一の位置となるように近接して配置したものとして例示したが、土圧計及びせん断力計に代えて、土水圧力とせん断力とを同時に測定可能なセンサを配置してもよい。このようにしても上記実施の形態と同様の作用効果を奏することができる。
また、この実施の形態では、泥土圧式シールド掘進機を使用する泥土圧式シールド工法に用いるチャンバー内の掘削土砂の性状評価判定方法について例示したが、土圧式シールド掘進機を使用する土圧式シールド工法に用いるチャンバー内の掘削土砂の性状評価判定方法にも同様に適用することができ、この場合でも、上記実施の形態と同様の作用効果を奏することができる。
Note that, in this embodiment, the earth pressure gauge and the shear force meter are arranged close to each other in the chamber where the pressure and the shear force due to the excavated earth and sand act, but are arranged at substantially the same position. Instead of the earth pressure gauge and the shear force meter, a sensor that can simultaneously measure soil water pressure and shear force may be provided. With this configuration, the same operation and effect as those of the above embodiment can be obtained.
Further, in this embodiment, the method of evaluating the properties of the excavated earth and sand in the chamber used for the mud pressure shield method using the mud pressure shield excavator has been exemplified, but the earth pressure type shield method using the earth pressure type shield excavator has been described. The same can be applied to the method for evaluating and determining the properties of excavated earth and sand in the chamber to be used. In this case, the same operation and effect as those of the above embodiment can be obtained.
さらに、この実施の形態で例示した泥土圧式シールド工法に用いるチャンバー内の掘削土砂の性状評価判定方法は、土圧式シールド掘進機を使用する土圧式シールド工法、泥土圧式シールド掘進機を使用する泥土圧式シールド工法、泥水式シールド掘進機を使用する泥水式シールド工法において、カッターヘッド前方の地山切羽の土質評価判定方法にも利用することができる。 Furthermore, the method for evaluating the properties of the excavated earth and sand in the chamber used in the mud pressure shield method exemplified in this embodiment is the earth pressure shield method using an earth pressure shield machine, the mud pressure method using the mud pressure shield machine. In a shield construction method and a muddy shield construction method using a muddy shield excavator, the method can also be used for a soil evaluation judgment method of a ground face in front of a cutter head.
次に、これらの工法のうち、泥水式シールド掘進機を使用する泥水式シールド工法に用いるカッターヘッド前方の地山切羽の土質評価判定方法について、図８を用いて説明する。 Next, among these methods, a method for evaluating the soil quality of a ground face in front of a cutter head used in a muddy shield construction method using a muddy shield excavator will be described with reference to FIG.
図８に示すように、先端にカッターヘッド２１を有し、カッターヘッド２１の後部にチャンバー２２を備える泥水式シールド掘進機２（以下、単に掘進機２という。）を使用して行う泥水式シールド工法に用いるカッターヘッド前方の地山切羽の土質評価判定方法では、カッターヘッド２１でカッターヘッド２１前方の地山の掘削面である切羽Ｇを掘削するとともに、チャンバー２２に泥水を供給して切羽Ｇに泥水を送り加圧することにより切羽Ｇを安定化させ、地山を掘進することが行われる。
そして、このカッターヘッド２１の地山切羽の土質評価判定方法では、地山の切羽Ｇによる圧力及びせん断力が作用するカッターヘッド２１の各部に、土圧計２６及びせん断力計２７を略同一の位置となるように近接配置し、それぞれの受圧面、受感面を基本的に地山の切羽に向けて取り付け、カッターヘッド２１の各部に作用する圧力及びせん断力を土圧計２６及びせん断力計２７により測定し、カッターヘッド２１の各部におけるせん断力の値を土水圧力の値で除して得た数値によって、カッターヘッド２１前方の切羽Ｇの土質を評価判定する。
As shown in FIG. 8, a muddy-type shield excavator 2 (hereinafter simply referred to as “excavator 2”) having a cutter head 21 at the tip and a chamber 22 at the rear of the cutter head 21 is used. In the method of evaluating the soil quality of the ground face in front of the cutter head used in the construction method, the cutter head 21 excavates the face G, which is the ground excavation surface in front of the cutter head 21, and supplies muddy water to the chamber 22 to cut the face G. The cutting face G is stabilized by sending muddy water to pressurize and excavating the ground.
In the method for determining the soil quality of the ground face of the cutter head 21, the earth pressure gauge 26 and the shear force meter 27 are placed at substantially the same position on each part of the cutter head 21 where the pressure and shear force by the ground face G act. The pressure receiving surface and the sensing surface are basically attached to the face of the ground, and the pressure and shear force acting on each part of the cutter head 21 are measured by the earth pressure meter 26 and the shear force meter 27. The soil quality of the face G in front of the cutter head 21 is evaluated and determined by a numerical value obtained by dividing the value of the shearing force at each part of the cutter head 21 by the value of the soil water pressure.
この評価判定方法においては、特にカッターヘッド２１における土圧計２６及びせん断力計２７の配置位置として、カッターヘッド２１の面盤２１１の最外周部、コピーカッター２１２の先端などから適宜選定する。 In this evaluation judging method, particularly, the positions of the earth pressure gauge 26 and the shear force meter 27 in the cutter head 21 are appropriately selected from the outermost peripheral portion of the face plate 211 of the cutter head 21, the tip of the copy cutter 212, and the like.
このようにしてこのカッターヘッド２１前方の地山切羽の土質評価判定方法では、掘進機２の掘進停止中に、カッターヘッド２１を１回転以上回転させ、同時に、土水圧力及びせん断力を測定し、これにより得たせん断力の値を土水圧力の値で除した数値（「せん断力／土水圧力」で算出される切羽Ｇ外周とカッターヘッド２１の面盤２１１の最外周部、コピーカッター２１２の先端との摩擦係数に相当）の大きさ（大小）で、地山切羽Ｇの土質を評価判定する。このようにせん断力の値を土水圧力の値で除して無次元化することで、土被り圧や地下水圧、さらに重量物などによる土圧の変化に影響されることなしに、カッターヘッド２１前方の地山切羽Ｇの土質を相対評価することが可能となる。
そして、カッターヘッド２１の各部において得られた土水圧力、せん断力、せん断力／土水圧力の各値を、カッターヘッド２１の回転角度に基づくカッターヘッド２１各部の土圧計２６及びせん断力計２７の位置とともに、一般のＰＣ（パーソナルコンピュータ）で既存のソフトウェアを用いてデータ処理し、その結果をＰＣのディスプレイ上にコンター図化して表すことにより、カッターヘッド２１前方の地山切羽Ｇの土質を可視化することが可能である。
In this way, in the method for evaluating the soil quality of the ground face in front of the cutter head 21, the cutter head 21 is rotated one or more turns while the excavator 2 stops excavating, and at the same time, the soil water pressure and the shear force are measured. A value obtained by dividing the value of the shearing force obtained by the value of the soil pressure (the outer circumference of the face G calculated by “shearing force / soil pressure” and the outermost circumference of the face plate 211 of the cutter head 21, the copy cutter) The soil quality of the ground face G is evaluated and determined based on the magnitude (large or small) of the coefficient of friction with the tip of 212. By dividing the shear force value by the soil pressure value to make it dimensionless, the cutter head is not affected by changes in earth pressure due to overburden pressure, groundwater pressure, and heavy objects. It is possible to relatively evaluate the soil quality of the ground mountain face G in front of 21.
Then, the soil pressure, shear force, and shear force / soil pressure obtained in each part of the cutter head 21 are converted into the earth pressure gauge 26 and the shear force meter 27 of each part of the cutter head 21 based on the rotation angle of the cutter head 21. Along with the position, the data is processed on a general PC (personal computer) using existing software, and the result is plotted on a display of the PC to represent the soil of the ground face G in front of the cutter head 21. It is possible to visualize.
以上説明したように、この泥水式シールド掘進機を使用する泥水式シールド工法に用いるカッターヘッド前方の地山切羽の土質評価判定方法によれば、地山の切羽Ｇによる圧力及びせん断力が作用するカッターヘッド２１の各部に、土圧計２６及びせん断力計２７を略同一の位置となるように近接して設置し、掘進停止中にカッターヘッド２１を１回転以上回転して、カッターヘッド２１の各部に作用する圧力及びせん断力を土圧計２６及びせん断力計２７により測定し、カッターヘッド２１の各部におけるせん断力の値を土水圧力の値で除して得た数値（「せん断力／土水圧力」で算出される切羽Ｇとカッターヘッド２１の各部との摩擦係数に相当）の大きさ（大小）によって、カッターヘッド２１前方の切羽Ｇの土質を評価判定するようにしたので、カッターヘッド２１前方の地山Ｇの土質を相対的に評価判定することができる。
そして、この場合、カッターヘッド２１の各部において得られた土水圧力、せん断力、せん断力／土水圧力の各値を、カッターヘッド２１の回転角度に基づくカッターヘッド２１の各部の土圧計２６及びせん断力計２７の位置とともに、コンター図にして表すことで、地山の切羽Ｇの土質を可視化して容易に確認することができる。
As described above, according to the soil evaluation method of the ground face in front of the cutter head used in the muddy shield construction method using the muddy shield excavator, the pressure and shear force by the ground face G of the ground work. An earth pressure gauge 26 and a shear force gauge 27 are installed in close proximity to each part of the cutter head 21 so as to be at substantially the same position. When the excavation is stopped, the cutter head 21 is rotated by one or more rotations. Is measured by the earth pressure gauge 26 and the shear force meter 27, and a value obtained by dividing the value of the shear force at each part of the cutter head 21 by the value of the soil water pressure (“shear force / soil water”). The soil quality of the face G in front of the cutter head 21 is determined based on the magnitude (large or small) of the face G calculated by “pressure” and the coefficient of friction between each part of the cutter head 21. Since the can relative evaluation determining the soil cutter head 21 in front of the natural ground G.
In this case, the soil pressure, the shearing force, and the shearing force / soil pressure obtained in each part of the cutter head 21 are converted into the soil pressure gauge 26 and the soil pressure gauge 26 of each part of the cutter head 21 based on the rotation angle of the cutter head 21. By displaying the contour diagram together with the position of the shear force meter 27, the soil quality of the face G of the ground can be visualized and easily confirmed.
なお、この実施の形態では、切羽による圧力及びせん断力が作用するカッターヘッドの各部に、土圧計及びせん断力計を略同一の位置となるように近接して配置したものとして例示したが、土圧計及びせん断力計に代えて、土水圧力とせん断力とを同時に測定可能なセンサを配置してもよい。このようにしても上記実施の形態と同様の作用効果を奏することができる。
また、この実施の形態では、泥水式シールド掘進機を使用する泥水式シールド工法に用いるカッターヘッド前方の地山切羽の土質評価判定方法について例示したが、土圧式シールド掘進機を使用する土圧式シールド工法や泥土圧式シールド掘進機を使用する泥土圧式シールド工法に用いるカッターヘッド前方の地山切羽の土質評価判定方法にも同様に適用することができ、この場合でも、上記実施の形態と同様の作用効果を奏することができる。
In this embodiment, the earth pressure gauge and the shear force meter are arranged in close proximity to each part of the cutter head where the pressure and the shear force are applied by the face so as to be substantially at the same position. Instead of the manometer and the shear force meter, a sensor capable of simultaneously measuring the soil pressure and the shear force may be provided. With this configuration, the same operation and effect as those of the above embodiment can be obtained.
Further, in this embodiment, the method of evaluating the soil quality of the ground face in front of the cutter head used in the muddy shield construction method using the muddy shield excavator has been described, but the earth pressure type shield using the earth pressure shield excavator has been described. It can be similarly applied to the method for evaluating the soil quality of the ground face in front of the cutter head used in the construction method or the construction method using the construction method. The effect can be achieved.
１ 泥土圧式シールド掘進機
１０ シールドスキンプレート
１１ カッターヘッド
１１０ カッターモーター
１２ チャンバー
１２１ バルクヘッド（隔壁）
１３１ 撹拌翼
１３２ 固定翼
１４ スクリューコンベア（排土装置）
１５ シールドジャッキ
１６ 土圧計
１７ せん断力計
Ｇ 切羽（地山）
Ｔ 土槽
Ｓ 地盤
２ 泥水式シールド掘進機
２１ カッターヘッド
２１１ 面盤
２１２ コピーカッター
２２ チャンバー
２６ 土圧計
２７ せん断力計
Ｇ 切羽（地山）
Reference Signs List 1 mud pressure shield excavator 10 shield skin plate 11 cutter head 110 cutter motor 12 chamber 121 bulkhead (partition wall)
131 stirring blade 132 fixed blade 14 screw conveyor (discharge device)
15 Shield jack 16 Earth pressure gauge 17 Shear force meter G Face (ground mountain)
T earth tank S ground 2 muddy shield excavator 21 cutter head 211 face plate 212 copy cutter 22 chamber 26 earth pressure gauge 27 shear force meter G face (ground soil)
Claims (7)
掘削土砂による圧力及びせん断力が作用する前記チャンバー内の各部に、土圧計及びせん断力計を略同一の位置となるように近接して配置し、又は土水圧力とせん断力とを同時に測定可能なセンサを配置して、
前記チャンバー内の各部に作用する圧力及びせん断力を前記チャンバー内の各部に配置された略同一の位置の前記土圧計及び前記せん断力計、又は前記チャンバー内の各部に配置された土水圧力とせん断力とを同時に測定可能な前記センサにより測定し、
前記チャンバー内の各部におけるせん断力の値を土水圧力の値で除して得た数値によって、前記チャンバー内の掘削土砂の性状を評価判定する、
ことを特徴とする各種の掘削工法に用いるチャンバー内の掘削土砂の性状評価判定方法。 A cutter head is provided at the tip, a chamber is provided at the rear of the cutter head, and the cutter head digs a face, which is an excavation surface of the ground in front of the cutter head, and takes in excavated earth and sand into the chamber. Stir and mix, stabilize the face by applying the earth pressure of the earth and sand to the face, and use various types of earth pressure excavators including each type of excavator of earth pressure type, mud pressure type to excavate the ground A method for evaluating the properties of excavated sediment in a chamber used in the excavation method of
At each part in the chamber where pressure and shear force due to excavated earth and sand act, a soil pressure gauge and a shear force meter are arranged close to each other so as to be at substantially the same position, or soil water pressure and shear force can be measured simultaneously Place the various sensors,
The earth pressure gauge and the shear force meter at substantially the same position arranged in each part in the chamber and the pressure and shear force acting on each part in the chamber , or the soil water pressure arranged in each part in the chamber Measuring the shear force and the sensor capable of simultaneously measuring ,
By the numerical value obtained by dividing the value of the shear force in each part in the chamber by the value of the soil water pressure, to evaluate and determine the properties of the excavated earth and sand in the chamber,
A method for evaluating and evaluating the properties of excavated earth and sand in a chamber used for various excavation methods.
地山の切羽による圧力及びせん断力が作用する前記カッターヘッドの各部に、土圧計及びせん断力計を略同一の位置となるように近接して配置し、又は土水圧力とせん断力とを同時に測定可能なセンサを配置して、
前記カッターヘッドの各部に作用する圧力及びせん断力を前記カッターヘッドの各部に配置された略同一の位置の前記土圧計及び前記せん断力計、又は前記カッターヘッドの各部に配置された土水圧力とせん断力とを同時に測定可能な前記センサにより測定し、
前記カッターヘッドの各部におけるせん断力の値を土水圧力の値で除して得た数値によって、前記カッターヘッド前方の切羽の土質を評価判定する、
ことを特徴とする各種の掘削工法に用いるカッターヘッド前方の切羽の土質評価判定方法。 A cutter head is provided at the tip, a chamber is provided at the rear of the cutter head, and the cutter head excavates a face, which is an excavated surface of the ground in front of the cutter head, and supplies muddy water to the chamber to make a face. A method for stabilizing a face by feeding and pressurizing muddy water, and a method for evaluating soil quality of a ground face in front of a cutter head used for various excavation methods using a muddy excavator of a type for excavating a ground,
At each part of the cutter head where the pressure and shear force by the face of the ground act, a soil pressure gauge and a shear force meter are arranged close to each other so as to be substantially at the same position, or the soil pressure and the shear force are simultaneously measured. Place a measurable sensor,
The soil pressure and the shear pressure acting on each part of the cutter head and the soil pressure gauge and the shear force gauge at substantially the same position disposed on each part of the cutter head , or the soil water pressure disposed on each part of the cutter head Measuring the shear force and the sensor capable of simultaneously measuring ,
By the numerical value obtained by dividing the value of the shear force in each part of the cutter head by the value of the soil water pressure, to evaluate and determine the soil quality of the face in front of the cutter head,
A soil evaluation evaluation method for a face in front of a cutter head used in various excavation methods.
地山の切羽による圧力及びせん断力が作用する前記カッターヘッドの各部に、土圧計及びせん断力計を略同一の位置となるように近接して配置し、又は土水圧力とせん断力とを
同時に測定可能なセンサを配置して、
前記カッターヘッドの各部に作用する圧力及びせん断力を前記カッターヘッドの各部に配置された略同一の位置の前記土圧計及び前記せん断力計、又は前記カッターヘッドの各部に配置された土水圧力とせん断力とを同時に測定可能な前記センサにより測定し、
前記カッターヘッドの各部におけるせん断力の値を土水圧力の値で除して得た数値によって、前記カッターヘッド前方の切羽の土質を評価判定する、
ことを特徴とする各種の掘削工法に用いるカッターヘッド前方の切羽の土質評価判定方法。 A cutter head is provided at the tip, a chamber is provided at the rear of the cutter head, and the cutter head digs a face, which is an excavation surface of the ground in front of the cutter head, and takes in excavated earth and sand into the chamber. Stir and mix, stabilize the face by applying the earth pressure of the earth and sand to the face, and use various types of earth pressure excavators including each type of excavator of earth pressure type, mud pressure type to excavate the ground Soil evaluation method of the ground face in front of the cutter head used in the excavation method,
At each part of the cutter head where the pressure and shear force by the face of the ground act, a soil pressure gauge and a shear force meter are arranged close to each other so as to be substantially at the same position, or the soil pressure and the shear force are simultaneously measured. Place a measurable sensor,
The soil pressure and the shear pressure acting on each part of the cutter head and the soil pressure gauge and the shear force gauge at substantially the same position disposed on each part of the cutter head , or the soil water pressure disposed on each part of the cutter head Measuring the shear force and the sensor capable of simultaneously measuring ,
By the numerical value obtained by dividing the value of the shear force in each part of the cutter head by the value of the soil water pressure, to evaluate and determine the soil quality of the face in front of the cutter head,
A soil evaluation evaluation method for a face in front of a cutter head used in various excavation methods.
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