JP5922996B2 - Setting method and control method of shield machine for shield machine - Google Patents

Description

  The present invention relates to a method for setting an excavation condition for a shield machine and a method for controlling the excavation of a shield machine based on the excavation condition set by this method.

  Patent Documents 1 and 2 disclose so-called mud pressure shield shield machines. The shield machine includes a cutter head (cutter face plate) disposed at the front end of the tunnel excavation direction, and a shield partition wall disposed behind the cutter head and defining a cutter chamber between the cutter head and the cutter head. Yes.

  In Patent Document 1, a forward exploration device is installed inside a shield machine. This forward exploration device can be moved forward and backward in the tunneling direction from the cutter head, and measures the drilling speed and the drilling energy while drilling the ground in front of the cutter head. In patent document 1, based on the measured drilling speed and drilling energy, the stability of the natural ground ahead of the shield machine (whether or not the natural ground can stand independently) is determined.

  In Patent Document 2, a strain gauge is installed on a cutter bit of a cutter head. With this strain gauge, the amount of distortion of the cutter bit when the shield machine is excavated is measured. In Patent Document 2, the cutting resistance applied to the cutter bit is detected based on the measured distortion amount of the cutter bit, and the hardness of the soil layer in the front ground of the shield machine is determined based on the detection result. Yes.

  Patent Document 3 discloses performing forward exploration of the face of a shield machine using S waves. This shield machine has a cutter face (cutter face plate) at the front and a skin plate at the side. A plurality of oscillating portions are disposed on the cutter face, and a plurality of vibration receiving portions are disposed on the cutter face or the skin plate. In Patent Document 3, an S wave is oscillated from each oscillating unit, a wave reflected by a crush band or the like existing in front of the face is received by a plurality of receiving units, and the boundary of the velocity layer is detected based on the reflected wave. By doing so, the crushing zone in front of the face is detected.

JP 2011-196068 A JP 2009-221802 A JP 2009-185511 A

  By the way, in recent years, in tunnel construction using a shield machine, the ground conditions in front of the shield machine in order to optimize the construction conditions according to the nature of the ground (for example, particle size distribution characteristics, water permeability characteristics, etc.) It is required to grasp the details in advance.

However, in patent document 1, although the stability of the natural ground ahead of a shield machine is estimated based on the drilling speed and the drilling energy measured at the time of drilling by a forward exploration device, It is difficult to specifically grasp the particle size distribution characteristics and water permeability characteristics.
Moreover, in patent document 2, although the hardness of the soil layer of the natural ground ahead of a shield machine is determined based on the distortion amount of the cutter bit measured at the time of excavation of a shield machine, the particle size of the earth and sand of a natural mountain is determined. It is difficult to grasp the distribution characteristics and water permeability characteristics in detail.
Moreover, in Patent Document 3, it is possible to grasp the presence or absence of a crushing zone or the like in front of the face, but it is difficult to specifically grasp the particle size distribution characteristic or water permeability characteristic of the earth and sand in front of the face.

  In view of the actual situation, the present invention aims to improve the construction efficiency by specifically grasping the nature of the ground in front of the shield machine and reflecting it in the construction conditions of the tunnel construction. .

Therefore, in the present invention, the excavation conditions of a shield machine having a cutter face plate disposed at the front end of the tunnel excavation direction and a shield partition wall disposed behind the cutter face plate and partitioning the cutter chamber between the cutter face plates as a method of setting a Rukoto stops the excavation of the shield machine, while positioning the proximal end of the boring tube behind the shield partition wall, the tip of the boring tube, from the rear of the shield partition wall, the shielding bulkhead penetration Excavating a natural ground through a hole, a cutter chamber, and a through-hole of the cutter face plate, and projecting and advancing into a natural ground in front of the cutter face plate, and excavating near the tip of the boring pipe generated by this excavation the soil is passed through the boring tube by continuously collected at the proximal end of the boring tube, determining the properties of the recovered drilling soil, Beauty, comprising, for setting the excavation condition shielded-excavator based on the nature of the determination excavating earth and sand. Here, the boring tube has a double tube structure in which the space between the outer tube and the inner tube is a first flow path, and the space in the inner tube is a second flow path. In the method for setting the excavation conditions of the shield machine, the fluid supplied to the first flow path of the boring pipe is discharged from the tip of the boring pipe when the boring pipe protrudes and advances, and the excavation near the tip of the boring pipe is performed. Sediment is placed on the fluid and is circulated through the second flow path, and continuously collected at the base end of the boring tube.

  Further, in the present invention, the excavation of the shield machine is controlled based on the excavation conditions set by using the excavation condition setting method described above.

  Here, “continuously collected” in the present invention means that the earth and sand in the excavation direction of the natural ground is collected (sampled) in correspondence with each position (or each section) in the order of the excavation direction. It is not always necessary to carry out itself continuously over the entire section, and it may be collected so that continuity is observed in the soil sampled at a plurality of positions (or a plurality of sections) in the excavation direction.

  According to the present invention, excavated earth and sand near the tip of the boring pipe is passed through the boring pipe and continuously collected at the base end of the boring pipe (that is, behind the shield bulkhead of the shield machine). As a result, the excavated earth and sand can be continuously sampled from the ground in front of the shield machine and continuously collected behind the shield bulkhead of the shield machine, so that the excavated earth and sand can be matched with the sampling location. The properties (for example, particle size distribution characteristics, water permeability characteristics, etc.) can be grasped relatively easily.

  Moreover, according to this invention, the property of the collect | recovered excavation earth and sand is determined, and the excavation condition of a shield machine is set based on this determination result. Thereby, since the excavation conditions of a shield machine can be optimized according to the property of the front ground of a shield machine, the construction efficiency of tunnel construction can be improved.

The schematic block diagram of the shield machine and earth and sand sampling apparatus in one Embodiment of this invention Schematic configuration diagram of the mouth apparatus Cross section of boring tube Longitudinal section of the tip of the boring tube Schematic configuration diagram of horizontal boring equipment Air swivel schematic configuration diagram Schematic configuration diagram of earth and sand recovery device Diagram showing sampling method of earth and sand Flow chart showing the setting method of the digging conditions of the shield machine Diagram showing the relationship between soil property judgment and sediment classification Diagram showing the relationship between the classification and properties of earth and sand and the composition and properties of vulcanized materials The figure which shows the specific example of the setting of the digging condition of a shield machine Flow chart showing a method for controlling the excavation of the shield machine at the start of excavation The figure which shows the relationship between the classification of earth and sand and the amount of added mud

  Embodiments of the present invention will be described below with reference to the drawings.

FIG. 1 shows a schematic configuration of a shield machine and an earth and sand sampling device according to an embodiment of the present invention.
In the present embodiment, the face side is the front side, and the wellhead side is the rear side.
Also, in this embodiment, taking a so-called mud pressure shield shield machine as an example, sampling of earth and sand in the front ground of the shield machine, setting and control of the shield machine's drilling conditions will be described, but the type of shield machine is Not limited to this.

  The shield machine 1 includes a skin plate 3 disposed on the side of a cylindrical machine 2, a cutter face plate (cutter head) 4 disposed at the front end of the machine 2, and a cutter face plate 4 and a shield partition wall (bulk head) 5 that is spaced apart from the rear of 4.

The cutter face plate 4 is rotatably supported by the shield partition wall 5, and excavates a natural ground while rotating with a rotation drive device 6 installed on the rear surface of the shield partition wall 5 as a drive source.
A cutter chamber 7 is defined between the cutter face plate 4 and the shield partition 5 by the skin plate 2. An earth pressure sensor (not shown) faces the cutter chamber 7.
In the cutter chamber 7, excavated earth and sand generated by excavation by the cutter face plate 4 stay. The earth pressure in the cutter chamber 7 is measured by the earth pressure sensor described above, and the signal is input to the control unit 10 via a signal line (not shown).

  A mud material is supplied into the cutter chamber 7 via a mud material injection pipe (not shown). Here, the vulcanized material is generally used for plastic fluidizing excavated earth and sand. Necessary properties of the mud material include, for example, (1) high density, high viscosity and fluidity, and (2) difficulty in separation and high stability. The mud material is composed of a main material and a secondary material. Examples of the main material include clay and foam material. Examples of the auxiliary material include thickeners (bentonite, CMC, etc.), water-stopping agents (water-absorbing resin, etc.), and anti-sludge agents. The type of mud material to be injected into the cutter chamber 7 (mixing of the mud material), the properties, and the injection rate (volume ratio of the mud material injected into the cutter chamber 7 and the excavated soil from the cutter face plate 4) are These are set based on the properties (for example, particle size distribution characteristics, water permeability characteristics, etc.) of the excavated sediment sampled by the sediment sampling apparatus 20 described later.

The shield machine 1 includes a screw conveyor (sediment unloading device) 8 that unloads excavated sediment accumulated in the cutter chamber 7 to the rear of the shield partition 5.
The shield machine 1 includes an erector (not shown) behind the machine 2. The erector assembles the segments 11 having an arcuate cross section to construct a cylindrical covering body 12.

A plurality of propulsion jacks 13 are arranged at intervals in the circumferential direction of the excavator main body 2 at the periphery of the excavator main body 2 of the shield machine 1.
The propulsion jack 13 is a hydraulic jack composed of a cylinder 13a and a rod 13b. One end of the cylinder 13a is fixed to the excavator main body 2, and the rod 13b can advance and retract on the other end side. The shield machine 1 can obtain a propulsive force by operating the propulsion jack 13 in a state where the tip of the rod 13 b of the propulsion jack 13 is in contact with the existing segment 11. In this way, the propulsion jack 13 takes the reaction force from the existing segment 11 and propels the shield machine 1.

  The propulsion jack 13 is provided with a jack pressure sensor (not shown) for measuring the thrust (jack pressure) and a speed sensor (not shown) for measuring the extension speed. A signal is input to the control unit 10 via a signal line (not shown).

  In addition to the earth pressure sensor, the jack pressure sensor, and the speed sensor, the control unit 10 receives signals from a position sensor, a posture angle sensor, and the like (not shown) provided in advance in the excavator body 2 via a signal line (not shown). In this embodiment, in particular, earth pressure control in the cutter chamber 7 and thrust control (digging speed control) of the propulsion jack 13 are performed. I do. Details of these controls will be described later with reference to FIG.

The cutter face plate 4 is formed with a first through hole 14 that passes through the cutter face plate 4 in the tunnel axis direction. The first through hole 14 has an inner diameter larger than an outer diameter of a boring tube 40 described later.
The shield partition wall 5 is formed with a second through hole 15 penetrating the shield partition wall 5 in the tunnel axis direction. The second through hole 15 has an inner diameter larger than an outer diameter of a boring tube 40 described later.
Here, the first through hole 14 of the cutter face plate 4 has a larger diameter than the second through hole 15 of the shield partition wall 5.
Further, the first through hole 14 of the cutter face plate 4 and the second through hole 15 of the shield partition 5 are formed so that the centers of the through holes substantially coincide with each other in the tunnel axis direction when the cutter face plate 4 stops rotating. ing.

  The earth and sand sampling apparatus 20 that samples the earth and sand in the front ground of the shield machine 1 includes a mouth apparatus 30, a boring pipe 40 extending in the tunnel axial direction, a horizontal boring apparatus 50 that rotationally drives the boring pipe 40, and a boring. An air swivel 60 installed at the base end portion (rear end portion) of the pipe 40 and the earth and sand recovery device 70 are configured.

A schematic configuration of the mouth apparatus 30 will be described with reference to FIG.
FIG. 2 shows a schematic configuration of the mouth apparatus 30.

  The mouth apparatus 30 includes a mouth pipe line 31, a plurality of (two in the figure) on-off valves 32 provided in the middle of the mouth pipe line 31 for opening / closing, and a mouth pipe behind the on-off valve 32. A pinch valve 33 provided in the passage 31 is used. In the present embodiment, a gate valve is used as the on-off valve 32. The on-off valve 32 is not limited to this type. For example, a ball valve may be used as the on-off valve 32. Here, a gate valve can be used as the on-off valve 32 when there is a limitation on the space for operation of the on-off valve 32. In addition, when the on / off valve 32 requires relatively high water stoppage, a ball valve can be used as the on / off valve 32.

  The front end of the mouth pipe 31 is connected to the rear surface of the shield partition 5 and extends rearward by a predetermined length. Moreover, the opening of the front end of the mouth pipe line 31 is continuous with the second through hole 15 of the shield partition wall 5. Accordingly, the mouth pipe line 31 communicates with the cutter chamber 7 through the second through hole 15.

A ball valve 35 for pressure release is provided at the lower end of the branch pipe 34 that branches off at the front part of the mouth pipe 31 and extends downward. In place of the ball valve 35, other types of valves such as a gate valve may be used.
An opening / closing valve 32 is provided in the mouth pipe line 31 behind the branch part with the branch pipe line 34. When the opening / closing valve 32 is opened / closed, the mouth pipe line 31 is opened / closed. In the present embodiment, the fail-safe property of the on-off valve 32 is improved by arranging the two on-off valves 32 in series in the front-rear direction.

The pinch valve 33 is a fluid that supplies fluid (for example, pressurized air) to a space between the casing 33a and the rubber sleeve 33b, and a cylindrical rubber sleeve 33b disposed inside the cylindrical casing 33a. The supply line 33c and the pressure release valve 33d for performing pressure release of the space between the casing 33a and the rubber sleeve 33b are configured.
A ball valve 33e is provided in the middle of the fluid supply line 33c. The ball valve 33e is used to adjust the fluid pressure in the space between the casing 33a and the rubber sleeve 33b. Note that other types of valves such as a gate valve may be used instead of the ball valve 33e.

When fluid is supplied to the space between the casing 33a and the rubber sleeve 33b from the fluid supply line 33c while adjusting the fluid pressure using the ball valve 33e with the pressure release valve 33d closed, the fluid pressure causes The rubber sleeve 33b is pressed from the outside to the inside to be elastically deformed. Therefore, as the fluid pressure increases, the cross-sectional area of the internal space of the rubber sleeve 33b decreases, and as a result, the cross-sectional area of the mouth pipe line 31 substantially decreases.
Thereafter, when the pressure relief valve 33d is opened with the ball valve 33e closed, the space between the casing 33a and the rubber sleeve 33b is depressurized, and thereby the cross-sectional area of the internal space of the rubber sleeve 33b. Returns to the state before fluid supply.

  The mouth pipe 31 has an inner diameter larger than the outer diameter of the boring pipe 40. Further, as described above, the second through hole 15 of the shield partition wall 5 has an inner diameter larger than the outer diameter of the boring tube 40. As described above, the first through hole 14 of the cutter face plate 4 has an inner diameter larger than the outer diameter of the boring tube 40. Further, as described above, the first through hole 14 of the cutter face plate 4 and the second through hole 15 of the shield partition 5 are substantially coincident with each other in the tunnel axis direction when the cutter face plate 4 stops rotating. It is formed to do. Therefore, when the on / off valve 32 is open when the cutter face plate 4 stops rotating, the boring pipe 40 is connected to the mouth pipe line 31, the second through hole 15 of the shield partition 5, and the first through hole of the cutter face plate 4. 14, the tip of the boring tube 40 can be protruded into the natural ground in front of the cutter face plate 4.

  Further, the elastic sleeve 33b is elastically deformed by the fluid supply from the fluid supply line 33c by the pinch valve 33 in a state where the bore tube 40 is inserted into the mouth conduit 31, so that the rubber sleeve 33b becomes the bore tube. It adheres to the outer peripheral surface of 40. Thereby, the rubber sleeve 33 b of the pinch valve 33 functions as a seal member that closes the space between the inner peripheral surface of the rear end portion of the mouth pipe line 31 and the outer peripheral surface of the boring pipe 40.

A schematic configuration of the boring tube 40 will be described with reference to FIGS. 1, 3, and 4.
3 (a) and 3 (b) show cross sections of a boring rod 41 constituting the boring tube 40, respectively. FIG. 4 shows a longitudinal section of a boring bit 42 constituting the boring tube 40. FIG. 4 shows a state in which the tip end portion (boring bit 42) of the boring tube 40 protrudes into the natural ground in front of the cutter face plate 4.

The boring tube 40 includes a boring rod 41 connected in series in the tunnel axis direction, and a boring bit 42 provided at the front end (tip) of the boring rod 41.
As shown in FIGS. 3A and 4, the boring rod 41 and the boring bit 42 each have a double tube structure including an outer tube 43 and an inner tube 44 having a circular cross section. In other words, the boring tube 40 has a double tube structure including the outer tube 43 and the inner tube 44.
There is a space between the outer tube 43 and the inner tube 44, and this space will be referred to as a first flow path 45 and will be described below. The space in the inner tube 44 is referred to as a second flow path 46 and will be described below.

At least a part of the boring rod 41 has a cross-sectional shape as shown in FIG. For example, the front part and the rear part of the boring rod 41 have a cross-sectional shape as shown in FIG.
As shown in FIG. 3B, the inner tube 44 is provided with four convex portions 47 projecting radially outward from the outer circumferential surface thereof. The inner tube 44 is connected and fixed to the inner peripheral surface of the outer tube 43 through, for example, press-fitting through the convex portion 47. That is, the inner tube 44 is integrated with the outer tube 43 via the convex portion 47. Therefore, the convex portion 47 functions as a fixing portion that fixes the outer tube 43 and the inner tube 44 to each other. Here, the convex portion 47 (fixing portion) connects and fixes the outer tube 43 and the inner tube 44 so that they move together.
In the present embodiment, the convex portion 47 is described as an example of a fixing portion that fixes the outer tube 43 and the inner tube 44 to each other, but these are fixed so that the outer tube 43 and the inner tube 44 move together. As long as the portions can be connected and fixed, the arrangement position, shape, and number of the fixing portions are not limited to the above examples.

  As shown in FIG. 4, in the boring bit 42, the inner tube 44 protrudes forward compared to the outer tube 43.

The first channel 45 is a channel through which fluid (at least one of air and water) from the air swivel 60 flows, and this fluid is discharged from the tip of the boring bit 42 (tip of the boring tube 40). Is done.
The second flow path 46 is a flow path through which the excavated earth and sand S in the vicinity of the tip of the boring pipe 40 rides on the fluid, and this excavated earth and sand S is collected by the earth and sand collecting device 70.

A horizontal boring device 50 that rotationally drives the boring tube 40 will be described with reference to FIGS. 1 and 5.
FIG. 5 shows a schematic configuration of the horizontal boring device 50.

The horizontal boring device 50 is installed on a temporary scaffold 51 provided in advance behind the shield partition wall 5.
The horizontal boring device 50 is mounted on a base 51 a on a temporary scaffold 51 and has a rectangular base 52 having a long side along the tunnel axis direction, and a feed (not shown) that reciprocates along the base 52 in the tunnel axis direction. The cylinder includes a swivel head 53 and a guide 54 that reciprocate in the tunnel axis direction on the base 52 in accordance with the reciprocating movement of the feed cylinder. Here, the swivel head 53 and the guide 54 reciprocate between a front end position F and a rear end position R shown in FIG. A plurality of screw jacks 52 a for height adjustment are attached to the side of the base 52.

The swivel head 53 uses a motor (not shown) as a drive source to rotate the boring tube 40 from outside by a hydraulic chuck (not shown).
Therefore, the horizontal boring device 50 can reciprocate the boring tube 40 in the tunnel axis direction by rotating the boring tube 40 by the swivel head 53 and reciprocating the swivel head 53 in the tunnel axis direction.

  A rod holder 55 that holds the boring tube 40 is provided at the front end of the horizontal boring device 50.

  When the boring pipe 40 is advanced in the tunneling direction, first, the swivel head 53 is advanced from the rear end position R to the front end position F in a state where the boring pipe 40 is held by the hydraulic chuck of the swivel head 53. Next, while holding the boring tube 40 by the rod holder 55, the hydraulic chuck of the swivel head 53 is released and the swivel head 53 is retracted from the front end position F to the rear end position R, so that the boring pipe 40 is moved to the swivel head 53. Clamp with a hydraulic chuck. Thereafter, the holding by the rod holder 55 is released. By repeating this series of operations, the boring tube 40 advances intermittently. In this way, the swivel head (rotary drive device) 53 advances the boring tube 40 in the tunnel excavating direction while rotating the boring tube 40.

  On the other hand, when the boring tube 40 is retracted in the direction opposite to the tunneling direction, first, the swivel head 53 is moved from the front end position F to the rear end position R in a state where the boring pipe 40 is held by the hydraulic chuck of the swivel head 53. Retreat until. Next, while holding the boring tube 40 by the rod holder 55, the hydraulic chuck of the swivel head 53 is released and the swivel head 53 is advanced from the rear end position R to the front end position F, so that the boring pipe 40 is moved to the swivel head 53. Clamp with a hydraulic chuck. Thereafter, the holding by the rod holder 55 is released. By repeating this series of operations, the boring tube 40 is retracted intermittently.

Returning to FIG. 1, above the temporary scaffold 51 behind the horizontal boring device 50, three temporary beam members 81 that are separated from each other in the tunnel axis direction and extend in the tunnel width direction are provided.
A chain block 82 is suspended from each of the three beam members 81.
A traveling rail 83 is lifted by three chain blocks 82 below the beam member 81 and above the boring tube 40 behind the horizontal boring device 50.
The traveling rail 83 extends parallel to the boring tube 40.

In the traveling rail 83, a guide device 71 (to be described later) of the rod guide 84, the air swivel 60, and the earth and sand collecting device 70 is sequentially passed from the front to the rear via the respective traveling devices 85 (see FIGS. 6 and 7). I'm hanging.
The rod guide 84 suppresses the fluctuation in the tunnel width direction when the boring tube 40 moves forward and backward. The rod guide 84 can travel on the travel rail 83 with the travel device 85.

A schematic configuration of the air swivel 60 will be described with reference to FIGS. 1 and 6.
FIG. 6 shows a schematic configuration of the air swivel 60.

The air swivel 60 has a traveling device 85 at the top thereof.
The air swivel 60 is supported by a cylindrical housing 61 having an upper portion attached to the traveling device 85 via a bracket 85 a, a plurality (two in the figure) of bearings 62 installed in the housing 61, and the bearings 62. A double pipe 65 composed of an outer pipe 63 and an inner pipe 64 having a circular cross section, and a circular pipe 67 connected to the rear end portion (base end portion) of the inner pipe 64 via a seal member 66. .

  The rear end portion (base end portion) of the boring tube 40 (boring rod 41) is connected to the front end portion of the double tube 65. In the double pipe 65, similarly to the boring rod 41, the outer pipe 63 and the inner pipe 64 are fixed to each other by a convex portion 69 or the like. Here, there is a space between the outer tube 63 and the inner tube 64, and this space is continuous with the first flow channel 45 described above, and is therefore referred to as the first flow channel 45. Further, since the space in the inner pipe 64 is continuous with the second flow path 46 described above, the second flow path 46 is used.

In the air swivel 60, the first flow path 45 is closed at the rear part of the air swivel 60.
Below the air swivel 60, an air supply line 91 that supplies pressurized air to the first flow path 45 passes through the housing 61 and the outer tube 63 and communicates with the first flow path 45. A ball valve 92 for adjusting the flow rate is installed in the air supply line 91. In place of the ball valve 92, other types of valves such as a gate valve may be used.

A water supply line 93 is connected to the air supply line 91 on the way from the ball valve 92 to the first flow path 45. A ball valve 94 for adjusting the flow rate is installed in the water supply line 93. In place of the ball valve 94, other types of valves such as a gate valve may be used.
The water supply line 93 supplies pressurized water to the first flow path 45 via the air supply line 91.

Therefore, if the ball valve 92 is opened and the ball valve 94 is closed, air is supplied to the first flow path 45.
Further, when the ball valve 92 is closed and the ball valve 94 is opened, water is supplied to the first flow path 45.
If both the ball valves 92 and 94 are opened, air and water are supplied to the first flow path 45.

  The type of fluid supplied to the first flow path 45 is determined based on the properties (for example, particle size distribution characteristics, water permeability characteristics, etc.) of the excavated sediment collected by the sediment collection device 70. For example, with reference to FIG. 10 described later, if the excavated earth and sand classification is “Leki”, air is supplied to the first flow path 45. If the excavated earth and sand classification is “silt”, water is supplied to the first channel 45 in order to suppress clogging of the excavated earth and sand in the second channel 46. Moreover, when the fluid supplied to the 1st flow path 45 is air and water, the ratio of the water with respect to air is increased, so that the division of excavation earth and sand goes to "silt".

In the air swivel 60, the second flow path 46 communicates with the internal space of the circular pipe 67. Therefore, the excavated earth and sand that has circulated through the second flow path 46 circulates in the circular pipe 67.
The circular pipe 67 is provided with a ball valve 96 that switches between opening and closing of the second flow path 46. In place of the ball valve 96, other types of valves such as a gate valve may be used.

A schematic configuration of the earth and sand recovery device 70 will be described with reference to FIGS. 1 and 7.
Fig.7 (a) is a side view of the earth and sand collection | recovery apparatus 70, FIG.7 (b) is the figure which looked at the earth and sand collection | recovery apparatus 70 from the back.

The earth and sand collection device 70 includes a guide device 71 and an earth and sand receiving device 72.
The guide device 71 includes two traveling devices 85 arranged in the upper portion thereof in the tunnel axis direction.
The traveling device 85 on the front side of the guide device 71 and the traveling device 85 of the air swivel 60 are connected via a connecting rod 98. Therefore, the guide device 71 can travel on the travel rail 83 following the air swivel 60.

The guide device 71 includes a box-shaped guide device body 71a having an upper portion attached to the traveling device 85 via a bracket 85a.
The guide device main body 71a has an opening (not shown) formed on each of the front surface and the lower surface thereof. Both ends of a circular tube 71b that is curved in an arc shape in the guide device main body 71 are attached to these openings.
The front end of the circular pipe 71 b is connected to the rear end (base end) of the circular pipe 67.

The earth and sand receiving device 72 includes a water receiving bowl 73, a drain line 74 for the water receiving bowl 73, and a earth and sand receiving screen 75 disposed in the water receiving bowl 73.
The water receiving trough 73 is placed on the temporary scaffold 51 below the boring tube 40, the air swivel 60, and the guide device 71.
The water receiving trough 73 is a box shape having an upper surface opening, has a predetermined length, and extends parallel to the boring tube 40.
In this embodiment, the movable range of the swivel head 53 of the horizontal boring device 50 (distance from the front end position F to the rear end position R shown in FIG. 5) is one stroke, and about two strokes are received by the water receiving rod 73. However, the length of the water receiving trough 73 is not limited to this.

  The earth and sand receiving screen 75 has a semicircular cross section with an upper surface opening, has a predetermined length similar to that of the water receiving trough 73, and extends parallel to the boring tube 40. The upper surface of the earth and sand receiving screen 75 is opposed to the lower end portion of the circular pipe 71 b of the guide device 71. The earth and sand receiving screen 75 is made of punching metal, for example.

  The excavated earth and sand that has circulated from the circular pipe 67 to the circular pipe 71b of the guide device 71 is smoothly guided to the earth and sand receiving screen 75 of the earth and sand receiving apparatus 72 by the circular pipe 71b. And when there is much moisture of excavated earth and sand, the moisture passes through the earth and sand receiving screen 75, falls to the water receiving bowl 73, and is discharged from the drain line 74. Therefore, the earth and sand receiving screen 75 can collect a sample that does not have excessive moisture.

  Further, the guide device 71 follows the advance of the boring tube 40, whereas the earth and sand receiving device 72 does not follow the advance of the boring tube 40. That is, when the boring tube 40 moves forward, the guide device 71 moves forward relative to the earth and sand receiving device 72. Accordingly, the sample is successively collected in order by the earth and sand receiving device 72 (the earth and sand receiving screen 75) in correspondence with the sampling position of the excavated earth and sand when the boring pipe 40 moves forward. It can be easily grasped.

Next, the sampling method of the earth and sand of the front natural ground of the shield machine 1 is demonstrated using FIGS.
FIG. 8A shows a state before the start of sediment sampling by the sediment sampling apparatus 20. FIG. 8B shows a state before the sediment sampling by the sediment sampling apparatus 20 is completed.

In a state where the shield machine 1 is excavating a natural ground, the on-off valve 32 and the ball valve 35 of the mouth apparatus 30 are closed. At this time, the earth and sand sampling apparatus 20 is in the state shown in FIG. In this state, the boring bit 42 of the boring tube 40 is located at the bit retracting position (that is, the position of the pinch valve 33) shown in FIG.
Then, when the operation of the shield machine 1 is stopped (specifically, when the rotation of the cutter face plate 4 is stopped), the earth and sand sampling by the earth and sand sampling device 20 is performed.

First, when the rotation of the cutter face plate 4 is stopped, the center of the first through hole 14 of the cutter face plate 4 and the center of the second through hole 15 of the shield partition wall 5 are substantially matched in the tunnel axis direction.
Next, the pinch valve 33 causes the rubber sleeve 33 b to be elastically deformed by supplying fluid from the fluid supply line 33 c, thereby bringing the rubber sleeve 33 b into close contact with the outer peripheral surface of the boring tube 40. Thereby, the rubber sleeve 33 b of the pinch valve 33 functions as a seal member that closes the space between the inner peripheral surface of the rear end portion of the mouth pipe line 31 and the outer peripheral surface of the boring pipe 40.
Next, the on-off valve 32 is opened.

Next, while the boring tube 40 is rotated by the swivel head 53 of the horizontal boring device 50, the swivel head 53 is advanced in the tunnel excavation direction, thereby the boring tube 40 is advanced in the tunnel excavation direction.
With the advance of the boring tube 40, the boring tube 40 passes through the mouth conduit 31, the second through hole 15 of the shield partition 5, the cutter chamber 7, and the first through hole 14 of the cutter face plate 4, and A front-end | tip part (boring bit 42) protrudes in the natural ground ahead of the cutter faceplate 4, and excavates a natural ground. As a result, excavated soil is generated in the vicinity of the tip of the boring tube 40.

  Next, a fluid (at least one of air and water) is supplied to the first flow path 45 of the boring tube 40, and the fluid is discharged from the tip end portion (boring bit 42) of the boring tube 40. As a result, the discharged fluid acts on the excavated sediment near the distal end portion of the boring tube 40, and the excavated sediment rides on the fluid to move the second flow path 46 from the distal end side (front end side) to the proximal end side (rear end side). Circulate to Then, the excavated sediment that has circulated through the second flow path 46 is collected by the sediment collection device 70 (that is, behind the shield partition wall).

Thereafter, the boring tube 40 is advanced intermittently for each stroke of the swivel head 53 as described above.
Further, when the sample on the sediment receiving screen 75 approaches the front end portion of the sediment receiving screen 75 as the boring tube 40 advances, the sediment receiving screen 75 is replaced with a new one, and the sediment receiving device 72 is changed. Move forward.

  In this way, the boring tube 40 is moved forward and the earth and sand are sampled. When the state shown in FIG. 8B is reached, the boring tube 40 moves forward and the fluid flows into the first flow path 45 of the boring tube 40. Stop supplying.

Thereafter, the boring tube 40 is moved backward by rotating the boring tube 40 by the swivel head 53 of the horizontal boring device 50 while moving the swivel head 53 in the direction opposite to the tunnel excavation direction. The boring tube 40 is retracted intermittently for each stroke of the swivel head 53 as described above.
As the boring tube 40 moves backward, the tip of the boring tube 40 (boring bit 42) retreats backward from the cutter face plate 4 and passes through the second through hole 15 of the shield partition 5 and the mouth pipe line 31. When the bit evacuation position is reached, the retreat of the boring tube 40 is finished.
Then, the on-off valve 32 is closed.
In this way, the earth and sand of the ground in front of the shield machine 1 is sampled.

Next, the setting of the digging conditions of the shield machine 1 will be described.
FIG. 9 shows a flow of setting the excavation conditions of the shield machine 1.

In step S1, as described above, the excavation of the shield machine 1 is stopped (specifically, the rotation of the cutter face plate 4 is stopped).
In step S <b> 2, as described above, the earth and sand sampling apparatus 20 is used to sample the earth and sand in the ground in front of the shield machine 1.

In step S3, the property of the sampled earth and sand is determined.
Here, soil property determination will be described with reference to FIG.
Fig.10 (a) shows the relationship between the property determination result of the sampled earth and sand, and the classification of earth and sand. FIG.10 (b) shows the particle size accumulation curve used at the time of the property determination of earth and sand.

In the property determination of earth and sand, specifically, the particle size distribution characteristic of earth and sand is determined, or the water permeability characteristic of earth and sand is determined.
When determining the particle size distribution characteristic of earth and sand, for example, a particle size accumulation curve shown in FIG.
In FIG. 10B, the horizontal axis is the particle size, and the vertical axis is the cumulative passage rate. In FIG. 10B, three particle size accumulation curves α, β, and γ form boundaries of the particle size distribution regions A to D, respectively. Here, for the same particle size, the particle size accumulation curve β is drawn on the low accumulation passage side of the particle size accumulation curve α, and the low accumulation passage rate side of the particle size accumulation curve β. The particle size accumulation curve γ is depicted in FIG.

When the sampled earth and sand is plotted on the higher accumulation passage rate side than the particle size accumulation curve α in FIG. 10B, it is determined to be the particle size distribution region A, and FIG. As shown in FIG. 4, it is determined that the earth and sand classification is “silt”.
When the sampled earth and sand is plotted between the particle size accumulation curve α and the particle size accumulation curve β in FIG. 10B, it is determined as the particle size distribution region B, and FIG. As shown to (a), it determines with the classification of earth and sand being "sand".
When the sampled earth and sand is plotted between the particle size accumulation curve β and the particle size accumulation curve γ in FIG. 10B, it is determined to be the particle size distribution region C, and FIG. As shown to (a), it determines with the classification of earth and sand being "sand reki".
When the sampled earth and sand is plotted on the low accumulation passage rate side with respect to the particle size accumulation curve γ in FIG. 10B, it is determined to be the particle size distribution region D, and FIG. As shown in FIG. 4, it is determined that the earth and sand classification is “Leki”.

  On the other hand, when determining the sediment classification by determining the permeability characteristics of the sediment, for example, the relationship between the sediment classification and the permeability coefficient shown in FIG.

When it is determined that the permeability coefficient of the sampled earth and sand is less than 10 ⁻⁵ cm / s, it is determined that the earth and sand classification is “silt”.
When it is determined that the water permeability coefficient of the sampled earth and sand is 10 ⁻⁵ cm / s or more and less than 10 ⁻³ cm / s, it is determined that the earth and sand classification is “sand”.
When it is determined that the water permeability coefficient of the sampled earth and sand is 10 ⁻³ cm / s or more and less than 10 ⁻¹ cm / s, it is determined that the earth and sand classification is “sand reki”.
When it is determined that the water permeability coefficient of the sampled earth and sand is 10 ⁻¹ cm / s or more, it is determined that the earth and sand classification is “Leki”.

  Thus, in step S3 of FIG. 9, the property of the sampled earth and sand is determined, and the classification of the earth and sand is determined.

  In step S4, the excavation conditions of the shield machine 1 are set based on the determined properties and classification of the earth and sand. Specifically, as the excavation conditions, the type, properties, and injection rate of the mud that is injected into the cutter chamber 7 when the shield machine 1 is excavated, and the inside of the cutter chamber 7 when the shield machine 1 is excavated. The earth pressure (the earth pressure in the chamber) and the digging speed of the shield machine 1 are set.

  FIG. 11 shows the relationship between the property and classification judgment result of the earth and sand, the property of the mud added to the cutter chamber 7, the injection rate, and the presence or absence of a mud prevention agent. Here, specific gravity and viscosity (cP: centipoise) correspond to the properties of the vulcanized material.

In FIG. 11, the mixture I of the vulcanized material corresponds to “silt” in the earth and sand classification, and corresponds to the case where the hydraulic conductivity is less than 10 ⁻⁵ cm / s corresponding to the particle size distribution region A.
Mixing II of the mud material corresponds to “sand” in the earth and sand classification, and corresponds to the case where the water permeability coefficient is 10 ⁻⁵ cm / s or more and less than 10 ⁻³ cm / s corresponding to the particle size distribution region B. To do.
The mixture III of the vulcanized material corresponds to “sand reki” in the classification of earth and sand, and corresponds to the particle size distribution region C, when the water permeability coefficient is 10 ⁻³ cm / s or more and less than 10 ⁻¹ cm / s. Correspond.
The mixture IV of the mud material corresponds to the case where the hydraulic conductivity is 10 ⁻¹ cm / s or more corresponding to the particle size distribution region D corresponding to the “leak” in the earth and sand classification.

When the determined earth and sand classification is “silt”, the mud material is not injected into the cutter chamber 7. That is, the setting of the blended material I of the mud material means a setting of “do not inject the mud material”.
When the determined earth and sand classification is “sand”, the type and the mixing ratio of the mud are such that the specific gravity is 1.3 and the viscosity is 4000 cP as the compounding II of the mud. Is set. In addition, in the blended material mixture II, the anti-sludge agent is not added. Moreover, in the mixing | blending II of a mud material, the injection rate of a mud material is set to 20%.
When the determined earth and sand classification is “sand reki”, the type and the mixing ratio of the mud material so that the specific gravity is 1.4 and the viscosity is 7000 cP as the compounded material III of the mud material. Is set. In addition, in the case of the compounded material III, no mud prevention agent is added. Moreover, in the mixing | blending III of a mud material, the injection rate of a mud material is set to 25%.
When the determined earth and sand classification is “Leki”, the type and the mixing ratio of the mud material are such that the specific gravity is 1.5 and the viscosity is 10,000 cP as the compounded IV of the mud material. Is set. In addition, a mud prevention agent is added in the compounded material IV. Moreover, in the compounding IV of a mud material, the injection rate of a mud material is set to 20%.

Next, a specific example of setting the excavation conditions of the shield machine 1 will be described with reference to FIG.
Here, although the specification of the shield machine 1 is assumed as follows, the specification is not limited to this.

[Specifications of shield machine 1]
Diameter of digging machine: 5m
Jack total thrust: 1600kN
Number of propulsion jacks: 16 Standard digging speed: 10-30 mm / min
Standard earth pressure in chamber: 0.20 MPa

  Also, in the earth and sand sampling device 20, for example, assuming that the movable range of the swivel head 53 (the above-mentioned one stroke) is 2 m, earth and sand sampling for 20 m (10 strokes) is continuously performed. Here, a section number is assigned to correspond to each stroke, and this section number is shown in FIG.

FIG. 12A shows a first example of setting the excavation conditions of the shield machine 1.
As for the earth and sand corresponding to each section number, the property is determined as shown in FIG. 10, and the classification is determined. Here, FIG. 12A shows a case where the particle size distribution characteristic is determined as the property determination of earth and sand.
Based on the determination result, the setting of the mud material injection (see FIG. 11), the setting of the earth pressure in the chamber, and the setting of the excavation speed are performed for each section number.

FIG. 12B shows a second example of setting the excavation conditions of the shield machine 1.
Differences from the first example shown in FIG.

  In this example, the mud material injection setting, the chamber earth pressure setting, and the excavation speed setting are performed in consideration of the soil property determination results in the preceding and following section numbers. For example, in the setting of the mud material injection in the section number 3, first, soil property determination is performed for each of the section numbers 2 to 4. Next, the compounding of the mud material corresponding to this determination result is determined for each section number. And the mixing | blending of the mud material in the zone number 3 is performed by averaging the mixing | blending of the mud material determined for every zone number. In this second example, the setting of the earth pressure in the chamber and the setting of the excavation speed are performed in consideration of the property determination results of the earth and sand in the preceding and following section numbers as in the setting of the mud addition.

  According to the second example, the mud material injection setting, the chamber earth pressure setting, and the excavation speed setting are performed in consideration of the soil property determination results in the preceding and following section numbers. Thereby, since the influence of the property change of earth and sand can be eased and the setting change of the digging condition can be performed, the digging by the shield machine 1 can be stably performed.

FIG. 12C shows a third example of setting the excavation conditions of the shield machine 1.
Differences from the second example shown in FIG. 12B will be described.

  In this example, the mud material injection setting, the chamber earth pressure setting, and the excavation speed setting are performed in consideration of the property determination result of the earth and sand in the section numbers adjacent in front of the tunnel excavation direction. For example, in the setting of the mud material injection in the section number 3, first, the soil properties are determined for each of the section numbers 3 and 4. Next, the compounding of the mud material corresponding to this determination result is determined for each section number. And the mixing | blending of the mud material in the zone number 3 is performed by averaging the mixing | blending of the mud material determined for every zone number. In this third example, the setting of the earth pressure in the chamber and the setting of the excavation speed are performed in consideration of the soil property determination result in the section number adjacent in the tunnel excavation direction front as in the setting of the mud addition. Done.

Next, the excavation control of the shield machine 1 based on the set excavation conditions will be described with reference to FIG.
FIG. 13 shows an excavation control flow of the shield machine 1 realized by the control unit 10 at the start of excavation.
In this excavation control, in particular, earth pressure control in the cutter chamber 7 and thrust control (digging speed control) of the propulsion jack 13 are performed.

In step S11, the digging conditions set in step S4 in FIG.
In step S12, excavation by the shield machine 1 is started.
In step S13, a mud material is injected into the cutter chamber 7 based on the excavation conditions read in step S11.
In step S14, the target value of the excavation speed is set based on the excavation conditions read in step S11.

  In step S15, the earth pressure in the cutter chamber 7 (the earth pressure in the chamber) measured by the above earth pressure sensor is within the allowable range (for example, within ± 5%) of the excavation conditions read in step S11. Adjustments are made to enter. In this adjustment, when the earth pressure in the chamber exceeds the allowable range, the earth pressure in the chamber is reduced by increasing the screw rotation speed of the screw conveyer 8 to promote the removal of the earth and sand behind the shield partition wall 5. On the other hand, when the earth pressure in the chamber falls below the allowable range, the earth pressure in the chamber is increased by reducing the screw rotation speed of the screw conveyor 8 to suppress the earth and sand from being transported to the rear of the shield partition wall 5.

In step S16, it is determined whether or not the jack pressure (jack thrust) measured by the above-described jack pressure sensor is less than a preset allowable upper limit value.
If the jack thrust is equal to or greater than the allowable upper limit value, the process proceeds to step S18, the target value of the excavation speed is decreased by a predetermined speed, the process returns to step S14, and the target value of the excavation speed is set.
On the other hand, if the jack thrust is less than the allowable upper limit value, the process proceeds to step S17, where the excavation speed measured by the speed sensor (the extension speed of the propulsion jack 13) is the excavation speed set in step S14. The drilling speed is adjusted by adjusting the jack pressure so as to approach the target value. In addition, although illustration is abbreviate | omitted, in step S17, if the jack thrust becomes more than an allowable upper limit at the time of adjustment of excavation speed, it will progress to step S18.

  As described above, the earth pressure control in the cutter chamber 7 at the start of excavation and the thrust control (digging speed control) of the propulsion jack 13 are performed. Note that the earth pressure control in the cutter chamber 7 during excavation and the thrust control (digging speed control) of the propulsion jack 13 are omitted, for example, by omitting step S12 in the excavation control flow shown in FIG. Can be realized by proceeding to step S13.

By the way, none of the techniques described in Patent Documents 1 to 3 directly sample the earth and sand in the front ground of the shield machine. Therefore, the reliability of the data related to the earth and sand of the forward ground obtained by the techniques described in Patent Documents 1 to 3 is low for pressure management data such as the earth pressure in the chamber which is important in shield excavation.
In this respect, in the present embodiment, by directly sampling the sediment in the front ground of the shield machine, the particle size distribution characteristics and water permeability characteristics of the sediment can be specifically grasped. It can be used as data for pressure management such as earth pressure.

  According to the present embodiment, the cutter face plate 4 disposed at the front end portion in the tunnel excavation direction, and the shield partition wall 5 disposed behind the cutter face plate 4 and partitioning the cutter chamber 7 between the cutter face plate 4 and As a method of setting the excavation conditions of the shield machine 1 having the drilling machine 1, the excavation of the shield machine 1 is stopped (S 1), and the base end of the boring pipe 40 is positioned behind the shield bulkhead 5, while Through the through hole (second through hole 15) of the shield partition wall 5, the cutter chamber 7, and the through hole (first through hole 14) of the cutter face plate 4 from the rear of the shield partition wall 5. The ground is excavated and moved forward into the natural ground in front of 4, the natural ground is excavated, and the excavated sediment near the tip of the bore tube 40 generated by this excavation is passed through the bore tube 40 to pass the borehole 4 Continuously recovering at the proximal end portion (S2). As a result, the excavated sediment can be continuously sampled from the ground in front of the shield machine 1 and continuously collected behind the shield partition wall 5 of the shield machine 1, so that it corresponds to the sampling location. The properties of the excavated soil (for example, particle size distribution characteristics, water permeability characteristics, etc.) can be grasped relatively easily.

  Further, according to the present embodiment, the property of the collected excavated sediment is determined (S3), and the excavation condition of the shield machine is set based on the determined property of the excavated sediment (S4). Thereby, since the excavation conditions of the shield excavator 1 can be optimized according to the property of the earth and sand of the front ground of the shield excavator 1, the construction efficiency of tunnel construction can be improved.

  Further, according to the present embodiment, as the excavation conditions set based on the determined properties of the earth and sand of the front ground, at least the type and characteristics of the mud added to the cutter chamber 7 when the shield machine 1 is excavated Since the injection rate is set, the excavated earth and sand staying in the cutter chamber 7 can be plastically fluidized satisfactorily. In addition, in this embodiment, the setting item regarding the mud material at the time of shield excavation has been described by taking the type, properties, and injection rate of the mud material, but at the time of shield excavation, at least of these three setting items. By setting one, excavated earth and sand staying in the cutter chamber 7 can be plastically fluidized satisfactorily. In other words, as the excavation condition to be set based on the determined property of the earth and sand of the front ground, at least the type, property, or injection of the mud added to the cutter chamber 7 during the excavation of the shield machine 1 By setting the rate, the excavated earth and sand staying in the cutter chamber 7 can be plastically fluidized satisfactorily.

  Moreover, according to this embodiment, since the earth pressure in the cutter chamber 7 at the time of excavation of the shield machine 1 is set as the excavation condition to be set based on the property of the earth and sand of the determined forward ground, The earth pressure in the chamber can be optimized according to the nature of the soil in the natural ground.

  Moreover, according to this embodiment, since at least the excavation speed of the shield machine 1 is set as the excavation condition to be set based on the determined property of the earth on the front ground, it depends on the nature of the earth on the front ground. Thus, the excavation speed can be optimized, and as a result, the construction efficiency can be improved.

  Further, according to the present embodiment, the boring tube 40 has a double space in which the space between the outer tube 43 and the inner tube 44 is the first flow channel 45 and the space in the inner tube 44 is the second flow channel 46. It has a tube structure, and the fluid supplied to the first flow path 45 of the boring tube 40 is discharged from the tip of the boring tube 40 when the boring tube 40 protrudes and advances. As a result, the discharged fluid acts on the excavated sediment near the distal end portion of the boring tube 40, and the excavated sediment rides on the fluid to move the second flow path 46 from the distal end side (front end side) to the proximal end side (rear end side). Circulate to Then, the excavated earth and sand that has circulated through the second flow path 46 is continuously collected by the earth and sand collecting device 70 at the base end portion of the boring pipe 40 (that is, behind the shield partition wall 5). Therefore, since the earth and sand sampled in front of the shield machine 1 can be continuously collected behind the shield bulkhead 5 of the shield machine 1, the property of the collected earth and sand can be grasped relatively easily. be able to.

  Moreover, according to this embodiment, the kind of fluid supplied to the 1st flow path 45 of the boring pipe 40 is determined based on the property of the sampled earth and sand. Thereby, since clogging of the earth and sand in the 2nd flow path 46 at the time of sampling can be suppressed, earth and sand sampling can be performed efficiently.

  Moreover, according to this embodiment, since the property of the excavated earth and sand to be determined is the particle size distribution characteristic or the water permeability characteristic of the excavated earth and sand, the property of the excavated earth and sand can be grasped relatively easily.

  Further, according to the present embodiment, the digging condition of the shield machine 1 is set using the digging condition setting flow shown in FIG. 9, and the digging control flow shown in FIG. 13 is used based on the set digging condition. The excavation of the shield machine 1 is controlled. Thereby, since the excavation of the shield machine 1 can be optimized according to the property of the earth and sand of the front ground of the shield machine 1, the construction efficiency of the tunnel construction can be improved.

In this embodiment, taking a so-called mud pressure shield shield machine as an example, the sampling of soil in the front ground of the shield machine, setting and control of the shield machine's drilling conditions has been described, but the type of shield machine Is not limited to this, for example, by using the earth and sand sampling device 20 in a so-called muddy water type shield machine, sampling the earth and sand in front of the shield machine, Setting and control can be performed. In this case, the addition of the mud material into the cutter chamber 7 is performed based on the relationship between the earth and sand classification shown in FIG. 14 and the addition amount (injection amount) of the mud material (bentonite and CMC). Here, the addition amount of the mud material shown in FIG. 14 indicates the addition amount per 1 m ^{3 of} excavated earth and sand generated by natural ground excavation by the cutter face plate 4. Therefore, in the muddy water type shield machine, the kind of the mud material injected into the cutter chamber 7 and the injection rate are shown in FIG. 14 on the basis of the properties and classification of the excavated soil sampled by the sediment sampling device 20. And can be set. Further, in the muddy water type shield machine, the water pressure in the chamber is controlled instead of the earth pressure in the chamber in step S15 of FIG. That is, in this case, the property and classification of the earth and sand sampled by the earth and sand sampling device 20 are determined using, for example, FIG. 10, and the excavation conditions set based on the determination result are as follows. The water pressure in the cutter chamber 7 is set.

DESCRIPTION OF SYMBOLS 1 Shield machine 2 Engraver body 3 Skin plate 4 Cutter face plate 5 Shield partition 6 Rotation drive device 7 Cutter chamber 8 Screw conveyor 10 Controller 11 Segment 12 Covering body 13 Propulsion jack 13a Cylinder 13b Rod 14 First through hole 15 2 Through-hole 20 Sediment sampling device 30 Mouth device 31 Mouth conduit 32 On-off valve 33 Pinch valve 33a Casing 33b Rubber sleeve 33c Fluid supply line 33d Pressure release valve 33e Ball valve 34 Branch pipe 35 Ball valve 40 Boring tube 41 Boring rod 42 Boring bit 43 Outer tube 44 Inner tube 45 First channel 46 Second channel 47 Convex portion 50 Horizontal boring device 51 Temporary scaffold 51a Base 52 Base 52a Screw jack 53 Swivel head 54 Guide 55 Rod holder 60 D Earth swivel 61 Housing 62 Bearing 63 Outer pipe 64 Inner pipe 65 Double pipe 66 Seal member 67 Circular pipe 69 Convex part 70 Sediment collection apparatus 71 Guide apparatus 71a Guide apparatus main body 71b Circular pipe 72 Sediment receiver 73 Water receiver 74 Drain line 75 Sediment receiving screen 81 Beam member 82 Chain block 83 Traveling rail 84 Rod guide 85 Traveling device 85a Bracket 91 Air supply line 92 Ball valve 93 Water supply line 94, 96 Ball valve 98 Connecting rod

Claims (7)

A method for setting a drilling condition of a shield machine having a cutter face plate arranged at a front end portion in a tunnel excavation direction and a shield partition wall arranged behind the cutter face plate and defining a cutter chamber between the cutter face plate Because
Rukoto the excavation of the shield machine is stopped,
While the proximal end of the boring tube is positioned behind the shield partition, the tip of the boring tube is inserted from the rear of the shield partition into the through hole of the shield partition, the cutter chamber, and the cutter face plate. Excavating the natural ground by passing through a hole and projecting and advancing into the natural ground in front of the cutter face plate,
Be continuously recovered excavation soil near the tip of the boring tube generated by the excavation by passing the boring tube at the proximal end of the boring tube,
Determining the properties of the collected excavated sediment ; and
Setting the excavation condition shielded-excavator based on the nature of the determination excavating earth and sand,
Including
The boring tube has a double-pipe structure in which a space between the outer tube and the inner tube is a first flow channel, and a space in the inner tube is a second flow channel,
When the boring tube protrudes and advances, the fluid supplied to the first flow path of the boring tube is discharged from the tip of the boring tube, and the excavated sediment near the tip of the boring tube is placed on the fluid. An excavation condition setting method for a shield excavator, wherein the excavation condition is continuously collected at the base end portion of the boring pipe through the second flow path . As the excavation condition, at least, the kind of pressure mud material to be injected into the cutter chamber during excavation of the shield machine, nature, and / or to set the infusion rate, excavation condition of the shield machine according to claim 1 Setting method. Examples excavation condition, at least, soil pressure or within the cutter chamber during excavation of the shield machine sets the water pressure, excavation condition setting method of the shield machine according to claim 1 or claim 2. Examples excavation condition, at least, to set the penetration rate of the shield machine, according to claim 1 excavation condition setting method of the shield machine according to any one of claims 3. Further comprising Claim 1 excavation condition setting method of the shield machine according to any one of claims 4 to determine the type of pre-Symbol fluid based on the properties of the excavation soil that the determination. The properties of the drilling soil is the particle size distribution characteristics or permeability properties of the drilling soil, according to claim 1 excavation condition setting method of the shield machine according to any one of claims 5. Using the shield machine setting method of the shield machine according to any one of claims 1 to 6 , set the shield condition of the shield machine,
Based on this setting the excavation condition, for controlling the excavation by the shield machine, the control method of the shield machine.