System for setting controlled earth pressure

Abstract

To provide a system for setting controlled earth pressure for a shield tunneling machine, which sets the controlled earth pressure by directly measuring a relationship between mud pressure in a chamber and face displacement, rather than setting the controlled earth pressure based on assumptions or estimates.SOLUTION: The present invention is a system for setting controlled earth pressure in an earth pressure shield 1 as a shield tunneling machine. The system for setting controlled earth pressure includes a pressure gauge 22 for measuring mud pressure in a chamber 16, an earth removal device 17 as earth pressure changing means for changing the mud pressure in the chamber 16, displacement measuring means 6, 7 for measuring the displacement of a face F, an analysis unit 41 for analyzing deformation characteristics of the ground based on the measured mud pressure and the measured displacement of the face, and a setting unit 42 for setting the controlled earth pressure based on the analyzed deformation characteristics.SELECTED DRAWING: Figure 1

Description

[Technical field]

[0001] The present invention relates to a system for controlling and setting mud pressure in a chamber used in a shield tunneling machine. [Background technology]

[0002] Traditionally, managing the mud pressure inside the chamber of an earth pressure shield has been essential for maintaining the stability of the face while allowing the shield to excavate without causing deformation or subsidence of the surrounding ground, and proper management can suppress displacement of the surrounding ground.

[0003] In an earth pressure shield, the controlled earth pressure of muddy soil pressure inside the chamber is set within the following range. (Passive earth pressure + water pressure) > Muddy earth pressure in chamber (controlled earth pressure) > (Active earth pressure + water pressure) If the mud pressure in the chamber is kept within the above range, the stability of the face is theoretically ensured, but since high mud pressure in the chamber leads to increased cutter torque and jack thrust, resulting in inefficient construction, it is desirable to set the controlled earth pressure low within the range where the stability of the face is ensured. Therefore, it is common to set the lower limit to a value obtained by adding α to (active earth pressure + water pressure), and the upper limit to a value that further takes into account the above lower limit (active earth pressure + water pressure + α) and the range of construction fluctuations, or to (static earth pressure + water pressure). Note that passive earth pressure, active earth pressure, and earth pressure at rest refer to the effective earth pressure transmitted between soil particles, and do not include pore water pressure. Meanwhile, muddy earth pressure in the chamber refers to the total earth pressure considering the soil particles and pore water in the chamber as a whole, and includes pore water pressure.

[0004] Conventional methods for controlling mud pressure inside the chamber of earth pressure shield tunneling include the following two methods 1) and 2). 1) A method of calculating active earth pressure, passive earth pressure, static earth pressure, etc. using an earth pressure calculation formula based on the soil constants (φ, C, γ, etc.) of the target ground estimated by a prior soil survey, the groundwater level, and the overburden load, and then setting and managing upper and lower limits of the mud soil pressure inside the chamber based on these values ​​(see, for example, Patent Document 1). 2) A method of setting the controlled earth pressure based on the muddy earth pressure in the chamber measured when the shield is stopped (see, for example, non-patent document 1). [Prior art documents] [Patent documents]

[0005] [Patent Document 1] JP 2012-233372 A [Non-Patent Document 1] "Guidelines for safe and secure construction of shield tunnels," Shield Tunnel Construction Technology Review Committee, December 2021, p. 19 Summary of the Invention [Problem to be solved by the invention]

[0006] · Management method 1) Issues: A preliminary soil survey is usually carried out by boring, and is often carried out at intervals of about 200 m along the length of the line. Therefore, if the soil conditions change between survey points, it may not be possible to calculate the appropriate control earth pressure. In addition, since the calculation formula for earth pressure is a theoretical one based only on a simplified two-dimensional balance of forces, it is not necessarily possible to accurately calculate the earth pressure on the shield face ground in an actual three-dimensional state.

[0007] · Management method 2) Issues: The mud pressure at stop measured when the shield is stopped is thought to reflect the earth pressure acting on the face relatively accurately if the shield itself is not moving and the cutter head does not have a face plate, but if these conditions are not maintained, the mud pressure at stop does not necessarily represent the static earth pressure of the ground or the active earth pressure plus water pressure.

[0008] Therefore, the present invention aims to provide a system for setting the controlled earth pressure of a shield tunneling machine, which sets the controlled earth pressure by directly measuring the relationship between the mud pressure in the chamber and the displacement near the face, rather than setting the controlled earth pressure based on assumptions or estimates. [Means for solving the problem]

[0009] In order to achieve the above-mentioned objective, the controlled earth pressure setting system for a shield tunneling machine of the present invention comprises a pressure gauge which measures the mud pressure in a chamber, a mud pressure changing means which changes the mud pressure in the chamber, a displacement measuring means which measures the displacement of the tunnel face, an analysis unit which analyzes the deformation characteristics of the ground based on the measured mud pressure and the measured displacement of the tunnel face, and a setting unit which sets the controlled earth pressure based on the analyzed deformation characteristics. Effect of the Invention

[0010] In this way, the controlled earth pressure setting system for a shield machine of the present invention comprises a pressure gauge that measures the mud pressure in the chamber, a mud pressure changing means that changes the mud pressure in the chamber, a displacement measuring means that measures the displacement of the face, an analysis unit that analyzes the deformation characteristics of the ground based on the measured mud pressure and the measured displacement of the face, and a setting unit that sets the controlled earth pressure based on the analyzed deformation characteristics. Because of this configuration, the controlled earth pressure can be set by directly measuring the relationship between the mud pressure in the chamber and the face displacement, rather than setting the controlled earth pressure based on assumptions or estimates. [Brief description of the drawings]

[0011] [Figure 1] FIG. 2 is a cross-sectional view illustrating the internal structure of a shield tunneling machine. [Diagram 2] 4 is a cross-sectional view illustrating the configuration of an exploration jig and a measurement sensor. FIG. [Diagram 3] An explanatory diagram of the on-board measurement method for measuring face displacement. (a) is an explanatory diagram during excavation, (b) is an explanatory diagram of the insertion of the detection tool, and (c) is an explanatory diagram during displacement measurement. [Figure 4]An explanatory diagram of the pre-installed face displacement measurement method, (a) being a horizontal cross-sectional view and (b) being a vertical cross-sectional view. [Diagram 5] 10 is a flowchart illustrating the procedure of a system for setting controlled earth pressure. [Figure 6] 1 is a graph showing the relationship between mud pressure and horizontal displacement in a depressurization test. [Figure 7] FIG. 2 is an explanatory diagram for explaining the concept of an FEM model. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS

[0012] Hereinafter, an embodiment of the present invention will be described with reference to the drawings. However, the components described in the following embodiments are merely examples, and are not intended to limit the technical scope of the present invention to those alone. In the following, an earth pressure shield 1 will be described as an example, but the present invention can also be applied to other types of shield tunneling machines. EXAMPLES

[0013] (Shield tunneling machine configuration) Fig. 1 is a vertical cross-sectional side view showing an embodiment of the present invention. As shown in Fig. 1, an earth pressure shield 1 as a shield tunneling machine of this embodiment includes a skin plate (shield body cylinder) 2, a bulkhead 3, a cutter head 5, a cutter rotating shaft 10, a cutter driving unit 12, a chamber 16, an earth removal device 17, a shield propulsion jack 18, a mud material supply pipe 21, a pressure gauge 22, a water pressure gauge 23, and a control unit 40 including an analysis unit 41 and a setting unit 42 arranged inside an operation room or the like.

[0014] The cutter head 5 has cutter spokes 51, a plurality of cutter bits 52, ... provided on the front surface of the cutter spokes 51, a fishtail bit 53 provided in the center of the front surface of the cutter spokes 51, and a plurality of stirring blades 54, ... provided on the back surface of the cutter spokes 51. The cutter head 5 is attached integrally to the cutter rotation shaft 10.

[0015] The cutter rotating shaft 10 is rotatably supported by a bearing 11 provided in the partition 3 and a bearing provided at the rear of a gear box 13 described below. The cutter rotating shaft 10 is connected to a cutter driving unit 12. The cutter driving unit 12 has a gear box 13 installed on the rear side of the partition 3, a rotational drive source 14 connected to the gear box 13, and a reduction gear (arranged in the gear box 13; not shown) interposed between the output shaft of the rotational drive source 14 and the cutter rotating shaft 10.

[0016] The chamber 16 is formed in a space surrounded by the hood portion 2a of the skin plate 2, the partition wall 3, and the face F. A screw conveyor, for example, is used as the soil discharge device 17. The mud intake port of the soil discharge device 17 is opened and installed so as to face the chamber 16. In this embodiment, the soil discharge device 17 also functions as a mud pressure changing means.

[0017] Furthermore, an erector 15 for assembling the segments 90 is installed in the tail portion 2b of the skin plate 2. Furthermore, a plurality of shield propulsion jacks 18 are installed at required intervals in the circumferential direction inside the skin plate 2. In addition, a tail seal 19 is provided at the rear end portion of the skin plate 2.

[0018] The earth pressure shield 1 as the shield tunneling machine of this embodiment further comprises displacement measurement means 6, 7 that measure the displacement of the tunnel face or the vicinity of the tunnel face. Here, first, the on-board measurement type displacement measurement means 6 that measures the displacement of the tunnel face from inside the machine will be described with reference to Figures 2 and 3, and then the pre-installation type displacement measurement means 7, in which an instrument is installed in advance from the ground, will be described with reference to Figure 4.

[0019] As shown in Figure 2, the on-board displacement measuring means 6 is composed of a rod-shaped detection jig 61 having a sufficient length to penetrate the bulkhead 3 and allow its tip 61a to reach the face F, a hydraulic chuck 63 which grasps / releases the detection jig 61 and moves / releases the detection jig 61 as the jacks 62, 62 extend and retract, a detection unit 64 which is attached integrally to the end of the detection jig 61, a guide 65 which supports the sliding movement of the detection unit 64, a displacement sensor 66 which measures the amount of displacement of the detection jig 61 by measuring the distance from the detection unit 64, a water stop device 67 for the detection jig 61, and water stop valves 68, 68.

[0020] Therefore, when the hydraulic chuck 63 grips the exploration jig 61, the exploration jig 61 retreats when the jacks 62, 62 extend, and the exploration jig 61 advances when the jacks 62 retract. When the hydraulic chuck 63 is released, the exploration jig 61 is free. Therefore, in the released state (the exploration jig 61 can move freely), if the tip 61a of the exploration jig 61 is in contact with the face F, the exploration jig 61 moves (in the tunnel longitudinal direction) in accordance with the displacement of the face F. As described later, in the present invention, the mud pressure in the chamber 16 is reduced, causing the face F to protrude slightly, and the exploration jig 61 moves in the tunnel longitudinal direction toward the tunnel mouth.

[0021] Next, the operation procedure of the displacement measuring means 6 having the detection jig 61 and the displacement sensor 66 in the decompression test of this embodiment will be described with reference to FIG. 2 and FIGS. 1. During shield tunneling, the exploration jig 61 is retracted to the partition wall 3 position (Figure 3(a)). 2. After the shield stops, the detection jig 61 is gripped by the hydraulic chuck 63 and slid to a position where the tip 61a contacts the face F (see FIG. 3(b)). The jack 62 is retracted. 3. When the tip 61a of the detection jig 61 is pressed against the face F, the hydraulic chuck 63 is released. 4. Operate the soil removal means at a slow speed to gradually reduce the soil pressure in the chamber 16. 5. When the face F is displaced due to the reduction in pressure, the displacement pushes the detection jig 61 into the shield (see FIG. 3(c)). 6. A measuring device (detection unit 64, displacement sensor 66) is attached inside the shield of the detection jig 61. The amount of displacement is measured by the displacement sensor 66 through the detection unit 64. 7. The measurement value is sent from the displacement sensor 66 to the PC. At the same time, the mud pressure in the chamber 16 is measured by the pressure gauge 22 installed in the bulkhead 3. 8. Using the above procedure, the relationship between the mud pressure in chamber 16 and the face F displacement is determined. 9. The depressurization test is stopped when all or part of the transition region in the face displacement (including the yield point) becomes clear. 10. For example, the soil discharge means is reversed to return the soil to the chamber 16, thereby increasing the soil pressure to the initial state. 11. The detection jig 61 is gripped by the hydraulic chuck 63, and the detection jig 61 is pulled back by operating the jack 62 to retract the detection jig 61 to the partition wall 3 position (FIG. 3(a)). The jack 62 is extended.

[0022] Of the components of the on-board displacement measuring means 6 described above, the components for measuring displacement can be replaced with pre-installed multi-stage inclinometers (or layer-by-layer settlement gauges) 71-74, 75-78 that are installed in advance from the ground. That is, the pre-installed displacement measuring means 7 is configured such that a plurality of multi-stage inclinometers 71-74, 75-78 are installed at a predetermined depth position from the ground surface, as shown in Fig. 4. The installation positions preferably include, for example, in addition to the vicinity of the face at the planned position for tunnel excavation, positions directly above it and positions shifted to the left and right (and directly above it).

[0023] In other words, it is possible to measure ground displacement by installing multi-stage inclinometers 71-74 and layer-by-layer settlement meters in advance from the ground in the cross section where the shield is scheduled to pass, temporarily halting shield tunneling just before the measuring device, and conducting a decompression test. These multi-stage inclinometers 71-74 are preferably buried at a specified interval in the area where the shield is scheduled to pass. In this case, it is preferable to bury them at an interval narrower than the conventional boring interval (200 (m)).

[0024] In addition, the earth pressure shield 1 further includes a control unit 40. The control unit 40 is, for example, a general-purpose personal computer having a memory, a CPU, an SSD, and the like. The control unit 40 sets the managed earth pressure of the earth pressure shield 1 and controls the excavation. That is, during excavation, the earth pressure is changed by discharging the earth using the earth discharge device 17 (screw conveyor) as an earth pressure changing means while advancing the earth pressure shield 1 using the shield propulsion jack 18, and at the same time, the earth pressure is measured using the pressure gauge 22. Furthermore, the water pressure is measured using the water pressure gauge 23. It is of course possible that the functions of the analysis unit 41 and the setting unit 42 described later are executed by a control unit (computing device; personal computer) separate from the control unit 40 that controls the excavation of the earth pressure shield 1. In this sense, the control unit can also be called a "computing unit".

[0025] The control unit 40 of this embodiment further has a function as an analysis unit 41 that analyzes the deformation characteristics of the ground based on the measured mud pressure and the measured displacement (e.g. horizontal displacement) of the face, and a function as a setting unit 42 that sets the controlled earth pressure based on the analyzed deformation characteristics. The control unit 40 is connected to input means such as a keyboard and a mouse, as well as to receive the mud pressure value from the pressure gauge 22, the water pressure value from the water pressure gauge 23, and the input value (displacement) from the displacement sensor 66 via a communication cable 43. Furthermore, the control unit 40 is connected to a monitor, a separate PC for excavation management, and the like as output means. The functions of the analysis unit 41 and the setting unit 42 will be described in the control flow described next.

[0026] The above-mentioned pressure gauge 22, the soil removal device 17 as the mud pressure changing means, the displacement measuring means 6 (7), and the control unit 40 including the analysis unit 41 and the setting unit 42 constitute the controlled soil pressure setting system S of the present invention. In addition, a water pressure gauge 23 is provided.

[0027] (action) Next, the flow of the controlled earth pressure setting system S of this embodiment will be described with reference to Figures 5 to 7. As shown in Figure 5, the flow of the controlled earth pressure setting system S is realized by executing the following steps S1 to S14.

[0028] Initial value processing (step S1) First, an initial value of the controlled earth pressure is set (step S2) based on the initial calculated earth pressure set by a boring test or the like (step S1). Then, the shield is advanced according to this initial value of the controlled earth pressure (step S3). That is, in the initial stage after the shield starts advancing (before the decompression test is carried out), the controlled earth pressure is set based on the theoretical earth pressure calculated from the soil constants obtained from the preliminary soil survey. Alternatively, the mechanical constants of the ground obtained from the preliminary soil survey are given to the 3D-FEM model, and the controlled earth pressure is set from the relationship between the earth pressure and the displacement of the ground.

[0029] Decompression test (steps S4 to S8) Next, while the shield machine is stopped, the mud pressure in the chamber is reduced (step S4). That is, when excavation is stopped, such as when assembling the segments 90, the screw conveyor is rotated at a slow speed to gradually discharge the mud in the chamber 16 and reduce the pressure. During the reduction in pressure, the mud pressure is measured by the pressure gauge 22. At the same time, the water pressure is measured by the water pressure gauge 23. Furthermore, during the reduction in pressure, the displacement of the face F is directly measured by the displacement measuring means 6, 7 (step S5). The deformation characteristics are grasped based on the measured mud pressure and face displacement (e.g. horizontal displacement) (step S6). That is, the mud pressure-face displacement is plotted on a graph to obtain the deformation characteristics. Once the deformation characteristics are grasped, the mechanical constants of the ground are analyzed by back analysis (step S7) (step S8).

[0030] 3D-FEM model analysis (steps S9 to S12) Then, using the mechanical constants of the ground analyzed by the depressurization test, a 3D-FEM analysis is performed as shown in Fig. 7 (step S9). Then, by this 3D-FEM model analysis, the effects on the surrounding ground and adjacent structures are predicted (step S10).

[0031] That is, once the deformation characteristics of the target ground are clarified by the depressurization test, the mechanical constants of the ground are calculated (step S8) by back analysis of a ground model based on the in-situ boundary conditions such as the ground structure assumed from a boring survey and the measured water pressure (step S7). Using the mechanical constants of the ground calculated in this way, a 3D-FEM analysis is performed as shown in Fig. 7 (step S9).

[0032] As a result of the analysis, the presence or absence of harmful effects is determined by judging whether the amount of ground surface subsidence, etc. is within the allowable displacement amount (step S11). If harmful effects are found (YES in step S11), the controlled earth pressure is changed (step S12) and the analysis is redone (steps S9 to S11). On the other hand, if harmless (NO in step S11), the process returns to step S2 and the controlled earth pressure setting system S is executed at the next position and time.

[0033] Here, the mechanical constants are, for example, Young's modulus, Poisson's ratio, internal friction angle, and cohesion. A rational simulation of behavior can be performed by adopting an FEM model based on the ground characteristics obtained based on this on-site behavior. A rational simulation based on the above-mentioned on-site behavior makes it possible to predict the ground surface subsidence and the impact on adjacent structures in advance and more accurately, minimizing the impact on the surrounding area or setting the controlled earth pressure corresponding to the regulated values ​​for ground displacement, etc.

[0034] Analysis and settings (steps S13 to S14) On the other hand, if the deformation characteristics of the ground are grasped, the yield point earth pressure is obtained by analysis from the muddy earth pressure-displacement graph as shown in FIG. 6 (step S13). That is, the analysis unit 41 of the control unit 40 finds the point where the gradient suddenly increases, regards this point as the yield point, and obtains the active earth pressure. For example, an approximation line can be obtained from a plurality of plots in the elastic region by the least squares method, and an approximation line can be obtained from a plurality of plots in the plastic region by the least squares method, and the intersection of these can be regarded as the yield point. Alternatively, it can be estimated that the transition region has been entered by the appearance of consecutive plots that are significantly different from the moving average. Then, if a 3D-FEM model analysis is required due to the presence of buildings nearby, etc. ("required" in step S14), the impact on the surrounding ground and adjacent structures is predicted by the 3D-FEM analysis (step S10). If a 3D-FEM model analysis is not required ("not required" in step S14), the control earth pressure is reset based on the active earth pressure (step S2). Specifically, the controlled earth pressure in the chamber 16 during excavation must not fall below the active earth pressure plus water pressure, so it is set to the active earth pressure plus water pressure plus α (0 to 20 kN / m 2 ) is set as the lower limit of the controlled earth pressure. On the other hand, the upper limit of the controlled earth pressure may be theoretically calculated using C and φ calculated back from the active earth pressure (yield point earth pressure), or may be set as a value that further takes into account the above lower limit and the construction fluctuation range. On the other hand, if a 3D-FEM model analysis is required ("Required" in step S14), the 3D-FEM model analysis is executed (step S9).

[0035] In this way, the observed digital values ​​(observed values) are compared with the digital values ​​(analytical values) obtained through analysis using a model ground, and the model is constantly corrected to create a model ground that is consistent with changes in the ground as the shield face progresses (the so-called "digital twin").

[0036] (effect) Next, the effects of the controlled earth pressure setting system S of this embodiment will be listed and explained.

[0037] (1) As described above, the controlled earth pressure setting system S of this embodiment is a controlled earth pressure setting system S for an earth pressure shield 1 as a shield tunneling machine, and includes a pressure gauge 22 that measures mud pressure in the chamber 16, an earth removal device 17 as a mud pressure changing means that changes the mud pressure in the chamber 16, displacement measuring means 6, 7 that measure the displacement of the face F, an analysis unit 41 that analyzes the deformation characteristics of the ground based on the measured mud pressure and the measured displacement of the face, and a setting unit 42 that sets the controlled earth pressure based on the analyzed deformation characteristics. Because of this configuration, the controlled earth pressure setting system S can set the controlled earth pressure by directly measuring the relationship between the mud pressure in the chamber and the displacement of the face, rather than setting the controlled earth pressure based on assumptions or estimates.

[0038] (2) When the shield machine is stopped, the mud discharge device 17, which serves as a mud pressure changing means, discharges a small amount of mud, thereby reducing the mud pressure in the chamber 16, and the active earth pressure can be found from the deformation of the ground by the analysis unit 41. Therefore, when the shield machine is stopped excavating - for example, when the segments are being assembled - the pressure inside the chamber 16 is slightly reduced to slightly displace the face F towards the chamber 16, and the active earth pressure can be directly found by analyzing the yield point from the transition region in the graph showing the relationship between the mud pressure and the face displacement.

[0039] (3) Furthermore, by rotating the soil discharge device (screw conveyor) 17 as an earth pressure changing means, the mud soil pressure in the chamber 16 is reduced, and the analysis unit 41 determines the active earth pressure by analyzing the yield point of the ground based on the measured mud soil pressure and the measured displacement of the face F. Therefore, the active earth pressure can be directly determined by an extremely simple method while utilizing existing machinery and equipment.

[0040] (4) The displacement measuring means 6 also includes an exploration tool 61 that penetrates the bulkhead 3 to reach the tunnel face F, and a displacement sensor 66 that measures the displacement of the exploration tool 61 on the tunnel mouth side of the bulkhead 3. Therefore, the displacement of the tunnel face F can be directly measured from inside the machine using the exploration tool 61 and the displacement sensor 66. Therefore, the displacement sensor 66 itself is less likely to become dirty and to break down. The displacement measuring means 6 may also be structured so as not to penetrate the bulkhead 3, by installing the exploration tool, displacement sensor, etc. in the chamber 16 in front of the bulkhead.

[0041] (5) Furthermore, as the displacement measurement means 7, a multi-stage inclinometer and / or layer-specific settlement meter 71-78 are installed in advance in the ground where excavation is planned, so that the displacement of a wide area can be directly measured not only around the face F but also to the measurement point near the ground surface.

[0042] (6) In addition, the analysis unit 41 estimates the mechanical constants of the ground by inverse analysis based on the analyzed deformation characteristics of the ground, updates the FEM model using the estimated mechanical constants of the ground, and predicts the impact on the surrounding ground and / or structures using the updated FEM model. Therefore, although not completely in real time, by updating the FEM model at intervals that are close to real time updates and much shorter than conventional intervals, the characteristics of the ground can be made much closer to the actual characteristics. Therefore, prediction and impact assessment using the FEM model can be realized with extremely high accuracy.

[0043] Although an embodiment of the present invention has been described in detail above with reference to the drawings, the specific configuration is not limited to this embodiment, and design changes that do not deviate from the gist of the present invention are included in the present invention.

[0044] For example, in the embodiment, an example has been described in which the detection tool 61 penetrates the bulkhead 3 to reach the face F, but this is not limited thereto, and the detection tool 61 does not have to penetrate the bulkhead 3 as long as it is configured to be movable back and forth within the chamber 16. Also, in the embodiment, the water pressure gauge 23 is attached to the bulkhead 3, but this is not limited thereto, and it may be attached to, for example, the skin plate 2, the cutter head 5, etc.

[0045] In addition, in the embodiment, the control flow is divided into steps according to whether or not 3D-FEM model analysis is required, but this is not limited to this, and it is of course possible to configure the control flow so that 3D-FEM model analysis is always performed. [Explanation of symbols]

[0046] 1: Earth pressure shield 2: Skin plate 2a: Hood section 2b: Tail section 3: Bulkhead 5: Cutter head 6: Displacement measurement means 7: Displacement measurement means 10: Cutter rotation axis 11: Bearings 12: Cutter drive unit 13: Gearbox 14: Rotation drive source 15: Erector 16: Chamber 17:Earth removal equipment 18: Shield propulsion jack 19: Tail seal 21:Soil supply piping 22: Pressure gauge 23: Water pressure gauge 40: Control section 41:Analysis Department 42: Setting section 43: Communication cable 51: Cutter Spoke 52: Cutter Bit 53: Fishtail bit 54: Mixing blade 61: Inspection tool 61a: Tip 62: Jack 63: Hydraulic chuck 64: Detection unit 65: Guide 66: Displacement sensor 67: Water stop device 68: Valve 71-78: Multi-stage inclinometer (or layer-by-layer settlement meter) 90 :Segment S: Controlled earth pressure setting system F: Face

Claims

1. A system for setting controlled earth pressure in a shield tunneling machine, comprising: a pressure gauge for measuring the mud pressure in the chamber; A mud pressure changing means for changing the mud pressure in the chamber; A displacement measuring means for measuring the displacement of the tunnel face; an analysis unit that analyzes deformation characteristics of the ground based on the measured mud pressure and the measured displacement of the tunnel face; A setting unit that sets an earth pressure control based on the analyzed deformation characteristics; A controlled earth pressure setting system comprising:

2. A system for setting controlled earth pressure as described in claim 1, wherein when the shield machine is stopped, the mud pressure in the chamber is reduced by the mud pressure changing means, so that the active earth pressure is determined from the deformation of the ground by the analysis unit.

3. A system for setting controlled earth pressure as described in claim 2, wherein the mud pressure in the chamber is reduced by rotating a screw conveyor as the mud pressure changing means, and the analysis unit determines the active earth pressure by analyzing the yield point of the ground based on the measured mud pressure and the measured displacement of the face.

4. The control earth pressure setting system according to any one of claims 1 to 3, comprising, as the displacement measuring means, an exploration tool that reaches the face and a displacement sensor that measures the displacement of the exploration tool.

5. A system for setting controlled earth pressure as described in any one of claims 1 to 3, wherein a multi-stage inclinometer and / or a layer-by-layer settlement meter are pre-installed in the ground where excavation is planned as the displacement measuring means.

6. The analysis unit is Based on the analyzed deformation characteristics of the ground, the mechanical constants of the ground are estimated by back analysis, and the FEM model is updated using the mechanical constants of the ground.

5. The system for setting an administered earth pressure according to claim 4, further comprising a step of predicting an effect on the surrounding ground and / or structures using the updated FEM model.

7. The analysis unit is Based on the analyzed deformation characteristics of the ground, the mechanical constants of the ground are estimated by back analysis, and the FEM model is updated using the mechanical constants of the ground.

6. The system for setting an administered earth pressure according to claim 5, further comprising a step of predicting an effect on the surrounding ground and / or structures using the updated FEM model.

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