JP2000282783A - Shield machine and excavation method - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a shield machine and an excavation method for cutting and excavating the natural ground in a specific size. SOLUTION: A shield machine is employed which has a cutter head 22 on which leading bits 70 to 75, leading bits 80, and tailing bits 90, 91 are arranged in order to cut and excavate the natural ground in a specific size. The leading bits 10 to 75 and the leading bits 80 form preliminary excavated ditches at almost regular intervals, wherein the leading bits 10 to 75 are frontward and rearward movable, whereas the leading bits 80 are not frontward and rearward movable. The tailing bits 90, 91 cut and excavate the natural ground between the preliminary excavated ditches and are frontward and rearward movable. The shield machine carries out excavation while controlling the speed of a jack and the rotational speed of the cutter head 22. To prevent simultaneous formation of the adjacent preliminary excavated ditches, the leading bits 70 to 80 are arranged by being shifted by a predetermined phase.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a shield machine and an excavation method, and more particularly, to a state in which a skeleton structure of soil particles is maintained in the same state as a ground state (hereinafter referred to as solid state) when excavating relatively hard ground. The present invention relates to a shield machine and a drilling method for transporting excavated earth and sand out of the pit by fluid transport.

[0002]

2. Description of the Related Art Conventionally, in the excavation of hard ground, a prior excavation groove is formed by a preceding bit to give strong disturbance to the ground, and then the ground on both sides of the preceding excavation groove is excavated. Cutting a mountain with a main bit is performed.

[0003] In this case, since the preceding excavation groove mainly functions as a cutting guide for the main bit, the shape and size of the formed preceding excavation groove, the properties and size of the excavated earth and sand by the preceding bit and the main bit, and the like. Was not a problem.

[0004] Therefore, as long as circumstances permit, reducing the formation interval of the preceding excavation grooves and simultaneously forming adjacent preceding excavation grooves promotes a decrease in ground strength and facilitates excavation. It was effective.

However, in order to excavate excavated earth and sand in a solid state, and to excavate the excavated earth and sand in such a size that the excavated earth and sand transporting equipment of the shield machine does not block, the preceding excavation grooves are formed at predetermined intervals and shapes. It is important to excavate the ground protruding portion left unexcavated between the preceding excavation trenches with a subsequent bit, and to excavate the excavation in a predetermined size and shape (hereinafter referred to as excavation excavation).

Therefore, in the present invention, by avoiding simultaneous formation of adjacent preceding excavation grooves or forming with the same cutting depth, a predetermined time difference is provided at the time of forming adjacent preceding excavation grooves. An object of the present invention is to provide a shield machine and an excavation method capable of cutting out and excavating a solid state earth mass without losing the skeletal strength of earth and sand in a mountain state.

[0007]

In order to solve the above-mentioned problems, a shield machine according to the present invention comprises a plurality of leading bits for forming streak-like leading digging grooves on a face at predetermined intervals; And a trailing bit for cutting the remaining ground protruding portion between the grooves, and by rotating the cutter head having the preceding bit and the following bit, the ground in the excavation path is solidified. A shield excavator that cuts out and excavates in a state, wherein the plurality of preceding bits are such that, among a plurality of preceding excavation grooves formed along with the rotation of the cutter head, adjacent preceding excavation grooves are not simultaneously formed. The cutter head is disposed on the cutter head.

In the conventional method, the adjacent excavation grooves are formed by making the amount of protrusion of the leading bit from the cutter head substantially the same, but in this method, the leading bit gives when the leading bit cuts the ground. Due to the disturbance to the mountains, the skeletal strength in the mountainous state cannot be maintained, and it is difficult to cut and excavate as solid excavated soil.

In order to suppress such an adverse effect when the preceding bit is interactively formed in the preceding digging groove, in the present invention, a phase angle shift occurs according to the arrangement position of the preceding bit with the rotation of the cutter head. Utilizing this, the arrangement of the preceding bit is adopted so that adjacent preceding excavation grooves are not cut at the same time.

That is, at least one adjacent bit is located at the preceding bit where the phase angle generated by the rotation of the cutter head is arranged on the same line segment (cross section from the center of rotation of the cutter head to one point on the circumference). It is arranged so as to form a preceding excavation groove at a position sandwiching the preceding excavation groove.

That is, the preceding bits forming adjacent preceding excavation grooves are arranged on the cutter head such that the preceding bits have different phase angles with the rotation of the cutter head.

By arranging the preceding bit in the cutter head in this way, it is possible to cut and excavate as solid excavated earth and sand without impairing the skeletal strength of the ground when the preceding excavation groove is formed.

[0013] Further, each preceding bit forming the adjacent preceding excavation groove is disposed on the cutter head so that a difference of at least 60 degrees or more occurs as a phase angle caused by rotation of the cutter head. Is preferred.

According to this, by excavating while maintaining a phase angle of 60 degrees or more, the skeleton strength of the ground is not impaired at the time of forming the preceding excavation groove, and the ground excavated between the preceding excavation grooves is not damaged. It is possible to cut and excavate the mountain ridge as a solid mass.

[0015] Further, the plurality of preceding bits form a preceding excavation groove that is not adjacent to each other, and include a plurality of preceding bits formed as a preceding bit unit.

Thus, by unitizing,
A plurality of locations can be excavated at the same time, which is efficient, and the installation and replacement of bits can be performed efficiently.

Further, it is preferable that the preceding bit unit is arranged on the cutter head such that the amount of protrusion of the bit from the cutter head can be controlled to advance and retreat.

According to this, the cutting depth of the cutting groove of the preceding excavation groove can be appropriately controlled by moving the preceding bit unit in the excavation direction. Therefore, the cut and excavated solid excavated earth and sand can be taken into the shield machine in a desired size.

In particular, by making it possible to control the amount of protrusion of the preceding bit from the cutter head, it is possible to cut out and excavate in a solid state with a substantially constant size in three dimensions, that is, a shape close to a cube.

When such solid excavated soil is transported by fluid, it is desirable that the sphere having the smallest specific surface area be prevented from dissolving into the fluid. However, it is not practical to cut and excavate the sphere in the form of a sphere. It is possible.

For this reason, according to the present invention, excavated earth and sand is taken into a shield machine in a shape close to a cube, and dissolution of soil particles in a fluid is prevented as much as possible, so that the efficiency of fluid transport and solid-liquid separation work is improved. Can be planned.

Further, in the excavation method according to the present invention, a preceding excavation groove is formed in a ground to be excavated using a preceding bit, and a ground excavation is left between the preceding excavation groove using a following bit. An excavation method in which a protruding portion is cut out and excavated as solid excavated earth and sand, and the excavated earth and sand is carried out of the mine while maintaining the solid state through a predetermined transport path. It is characterized in that a predetermined time difference is provided sometimes.

According to the present invention, a predetermined time difference is provided when adjacent preceding excavation grooves are formed, so that solid excavated soil is cut out without impairing the skeletal strength of the ground when the preceding excavation grooves are formed. Can be drilled.

In the present excavation method, it is preferable that the preceding bit is drive-controlled so as to be able to advance and retreat in the excavation direction.

According to this, the cutting depth of the cutting groove of the preceding excavation groove can be appropriately controlled by moving the preceding bit unit in the excavation direction. Therefore, the cut and excavated solid excavated earth and sand can be taken into the shield machine in a desired size.

In particular, by making it possible to control the amount of protrusion of the preceding bit from the cutter head, it is possible to cut out and excavate in a solid state with a substantially constant size in three dimensions, that is, a shape close to a cube.

When such solid excavated soil is transported by fluid, a sphere having the smallest specific surface area is also desirable in terms of preventing dissolution in a fluid. However, in practice, it is impossible to cut and excavate a sphere. It is possible. Therefore, according to the present invention, it is possible to take excavated earth and sand into a shield excavator in a shape close to a cube, minimize dissolution of soil particles in a fluid, and improve the efficiency of fluid transport and solid-liquid separation work. it can.

Further, it is preferable that a dissolution inhibitor for preventing the excavated earth and sand from being dissolved in the liquid is mixed with the liquid as a transport medium in the transport path.

According to this, the amount of the cut excavated earth and sand dissolved in the transport medium can be reduced, the solid state can be recovered, and appropriate solid-liquid separation can be performed.

[0030]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Preferred embodiments utilizing a shield machine according to the present invention will be described below in detail with reference to the drawings by taking a muddy water shield method as an example.

FIG. 1 shows an overall view of a muddy water shield method according to an embodiment of the present invention.

In the muddy shield method, muddy water is supplied to a chamber 210 inside the shield excavator 2 to stabilize the face 200 while the cutter head 22 of the shield excavator 2 is secured.
This is a method of constructing a tunnel by excavating the ground by rotating a rock.

In the muddy water shield construction method, muddy water feeding equipment for preparing muddy water for stabilizing the face and supplying it to the face 200, property adjusting equipment for adjusting muddy water properties, excavating equipment for excavating the face 200, face 200 A transportation facility for carrying out the excavated mud outside the mine, a muddy water treatment facility for appropriately treating the excavated mud, and a lining construction facility for constructing a lining structure in the excavation pit are used.

Shield machine 2 functioning as an excavating facility
, The segments 26 are successively added together with the excavation, and the cutter head 22 is rotated by rotating the cutter head 22 while counteracting the face pressure by the muddy water pressure supplied to the chamber 210 while taking a reaction force on the segment 26 with the jack 28. Excavate.

The muddy water supplied to the chamber 210 inside the shield machine 2 is sent from a mud making equipment or a muddy water treatment equipment on the ground via a mud feeding pipe 50 which is a part of the mud feeding equipment. The mud used stably in 200 is mixed with the excavated earth and sand in the chamber 210 and sent to the muddy water treatment facility on the ground via a mud drain 52 which is a part of the transport facility.

Here, the transport equipment means the entire equipment for carrying out the excavated earth and sand taken in from the cutter head 22 to the outside of the pit, and specifically, for example, the chamber 210,
It includes a sludge pipe 52 functioning as a fluid transport pipe, a sludge pump 102 functioning as a pressure pump, a settling tank, a solid-liquid separator, and the like.

In the muddy water treatment equipment, a solid content such as excavated earth and sand contained in the muddy water and a liquid component are separated (solid-liquid separation), and the liquid component after the separation is subjected to necessary component adjustment in a regulating tank. Thereafter, the water is sent out again to the shield machine 2 and reused as muddy water.

The mud sent to the chamber 210 is
Necessary property adjustment is performed by the property adjustment equipment in the tunnel. Specifically, the property adjusting equipment in the tunnel includes a static mixer 44 provided in the mud tank 40 and the mud feed pipe 50 for mixing and stirring mud and mud supplied from the mud tank 40. And a viscometer 46 for measuring the muddy water state after the mixing and stirring.

As required, a predetermined mud adjusting agent is added from the mud adjusting tank 40, and the muddy water stirred and mixed by the static mixer 44 is measured for viscosity by the viscometer 46 and supplied to the chamber 210.

The result of the measurement by the viscometer 46 is transmitted to the control unit 4.
8, and the controller 48 adjusts the addition of the mud conditioning agent based on the measurement result.

On the other hand, the muddy water returned from the chamber 210 to the muddy water treatment equipment is pumped by the muddy water pump 102 provided in the muddy water pipe 52.

FIG. 2 shows a sectional view of the sludge pump 102.

The sludge pump 102 includes a plurality of rotating blades 100-1 and 100-2. Therefore, excavation 1
10, that is, the size of the earth and sand after excavation is
If the mutual interval L exceeds the mutual interval L, the excavated material 110 may block the sludge pump 102 and the sludge pipe 52, and may not function as transport equipment.

To solve this problem, conventionally, the drainage pump 1
In some cases, a crusher or the like is newly provided to crush the excavated material 110 so as to prevent the transportation facilities such as 02 from being blocked. However, in this method, the crushed excavation 1
10 was easily dissolved in the muddy water, so that the classification efficiency in the muddy water treatment equipment was poor.

When the excavated matter dissolves in the muddy water increases, the amount of solids classified in the primary treatment in the muddy water treatment equipment decreases, and accordingly, the amount of treatment that must be classified in the secondary treatment increases. Become. When the secondary processing amount increases, 2
The scale of the secondary processing equipment will increase, and the area of the shaft site required for that will also increase.

Therefore, if the amount of classification in the primary treatment is increased, the secondary treatment can be made more efficient, and the area of the required shaft site can be reduced.

Further, since the secondary treated soil is a soft soil containing water, it is treated as industrial waste (sludge), so that a great deal of labor and cost are required for its disposal.

That is, in order to reduce the area of the shaft site, reduce the burden on the environment, and reduce the processing cost,
It is necessary to classify 10 by primary treatment as much as possible.

Therefore, the excavated material 110 is
By excavating to the maximum size that does not clog in 02 and carrying it out of the mine in a solid state as it is, the efficiency of the treatment of the muddy water containing excavated earth and sand can be increased, and the environmental load and cost can be reduced.

In the present embodiment, the leading bit and the trailing bit are excavated so that the excavated material 110 is cut out and excavated at the maximum size that does not block the transportation equipment such as the sludge pump 102.
The above problem is solved by the arrangement of the shield excavator 2 on the cutter head 22 and the interaction between the preceding bit and the following bit.

The blade 100 in the mud pump 102 shown in FIG. 2 has two blades. However, three or more blades may be used, and even if only one blade is used, the blade 100 shown in FIG. A configuration having a similar shape is also possible.

FIG. 3 shows a front view of the cutter head 22 of the shield machine 2.

The cutter head 22 of the shield machine 2 has leading bits 70 to 80 for forming streak-like leading digging grooves at predetermined intervals on the face 200, and a ground of a portion left undigged between the leading digging grooves. Trailing bits 90 and 91 for cutting and excavating a mountain in a solid state are arranged.

As the preceding bits 70 to 80, it is preferable that the preceding bits 70 to 75 that can advance and retreat in the digging direction and the preceding bits 80 fixed to the cutter head 22 are appropriately arranged on the cutter head 22. .

Here, the solid state means a state in which the skeletal structure of the soil particles is maintained during excavation in the same manner as the ground state, and the cut-out excavation means the ground left unexcavated between the preceding excavation grooves. This means that the projections are cut in a solid state to a size equal to or less than a substantially constant size.

Leading bit 70-80 and trailing bit 9
Numerals 0 and 91 are arranged on the cutter head 22 in consideration of a phase difference caused by the rotation of the cutter head 22 so as to cut and excavate the ground at a substantially constant size.

For example, the two-dot chain line shown in FIG. 3 is the digging locus of each of the preceding bits 70 to 80,
The leading bit 70 is set so that the trajectories 80 are substantially equally spaced.
To 80 are arranged on the cutter head 22, and trailing bits 90 and 91 are arranged on the cutter head 22 so as to excavate the ground that has not been excavated with each of the trajectories (preceding excavation grooves), that is, the preceding bits 70 to 80. Have been.

In particular, in the present embodiment, the cutter head 2
2 so that the preceding excavation grooves formed with the rotation of 2 are not formed simultaneously with the preceding excavation grooves formed adjacent to each other.
Leading bits 70 to 80 are arranged on the cutter head 22.

Specifically, for example, first, the leading bit 70
After the excavation, the excavation is performed with the preceding bit 80-5, and the ground not excavated with the preceding bits 70 and 80-5 is excavated with the following bit 90-8. Other leading bits 70-80
The same applies to the correspondence between the following bits 90 and 91. The actual excavation operation will be described later.

According to the present embodiment, the distance between the preceding excavation grooves is, for example, the pure distance L between the blade bodies 100 shown in FIG.
When the portion is excavated by the rotation of the cutter head 22, the size of the excavated earth and sand in the solid state can be made substantially equal to L.

As a result, the size of the excavated material 110 can be reduced to a maximum size that is not hampered by the transportation equipment such as the drainage pump 102, so that debris crushing equipment such as a crusher becomes unnecessary, and the wastewater is discharged as large as possible. be able to.

As a function to be used as the following bits 90 and 91, a main bit or the like in a normal shield machine can be used.

Further, the leading bits 70 to 80 and the trailing bits 9 and 80 depend on the characteristics of the ground and the size of the shield machine 2.
By adjusting the arrangement of 0 and 91, it is possible to perform the most appropriate excavation at each mountain. Here, the bit arrangement means not only a simple planar position on the cutter head 22 but also the leading bits 70 to 80 and the following bits 9.
The adjustment of the cutting angles of 0 and 91 is also included.

Further, according to the present embodiment, the ground is excavated in a streak shape by the preceding bits 70 to 80 and the leading bits 70 to 80 are excavated.
The bits not excavated at ~ 80 are replaced by the following bits 90, 91
Can be cut out and excavated. As a result, the leading bits 70 to 80 and the following bits 90 and 91 have different roles, and it is possible to efficiently excavate.

Also, the cutting width and cutting depth of the preceding excavation groove formed by each of the preceding bits 70 to 80 are set not to exceed the pure interval L, so that the transportation equipment such as the sludge pump 102 is blocked. Face size 2
00 is performed.

That is, the leading bits 70 to 80 form the leading excavation grooves in the face 200 at predetermined intervals at predetermined intervals. As a result, unevenness is formed on the face 200, and the free excavation surface increases, so that the excavation efficiency of the trailing bits 90 and 91 can be increased.

Then, the protruding portion of the ground left between the preceding excavation grooves is dug up by trailing bits 90 and 91, and the mud pump 102 is maintained while maintaining the skeleton structure of the earth and sand in the same state as the ground.
Cut and excavate as a block of soil that does not block transportation equipment.

In this case, since the formation of the preceding excavation groove and the cut-out excavation in the solid state are performed by the rotation of the cutter head 22, the leading bit 70 is taken into consideration in consideration of the excavation speed of the shield machine 2 and the rotation speed of the cutter head 22. It is important to place .about.80 and the following bits 90, 91 on the cutter head 22. Because each bit 70-8
This is because the phase angle associated with the rotation of the cutter head 22 differs depending on the arrangement position of 0 and 90, and the difference in the arrangement position appears as the difference in the cutting depth to the excavation ground.

Therefore, the simplest leading bits 70 to
As a combination of 80 and the following bits 90 and 91, the following bit N that cuts and excavates the ground between the preceding excavation grooves formed by the pair of preceding bits M is: It is preferable to arrange so that the phase angle is not delayed as much as possible.

For example, in FIG.
When rotates counterclockwise (in the direction of the arrow in FIG. 3),
If the leading bits 70 and 80-5 and the trailing bit 90-8 are arranged as shown in FIG. 3, immediately after the preceding excavation groove is formed, the ground between the preceding excavation grooves is cut out and excavated. Become.

However, simply not delaying the phase angle is not sufficient in cutting and excavating the ground in a solid state. This is because disturbance may occur in the ground at the time of excavation of the preceding excavation groove, which may destroy the skeletal strength of the ground.

Therefore, it is preferable that the phase angles of the preceding bits 70 to 80 forming adjacent preceding excavation grooves are arranged so as to produce a difference of at least 60 degrees or more.

In the present embodiment, the leading bit 7 is set so that the excavated object 110 can be made uniform.
In addition to the configuration in which 0 to 75 can move back and forth in the excavation direction, the following bits 90 and 91 also adopt a configuration that can move back and forth.

As shown in FIG. 3, leading bits 70 and 71 are provided as first leading bit units, leading bits 72 and 73 as second leading bit units, and leading bits 74 and 75 as third leading bit units. Have been. By unitizing in this way, it is possible to excavate a plurality of grounds at the same time, which is efficient, and the installation and replacement of bits can be performed efficiently.

Furthermore, according to the present invention, at least a part of the leading bits 70 to 80 and the trailing bits 90 and 91 are provided with a cutter so that the cutting and excavation in a solid state can be efficiently performed even in a large-diameter shield tunnel. Head 22
Are arranged so as to draw the same trajectory with the rotation of.

That is, for example, in FIG.
The leading bits 80-1 to 80 are fixed to the cutter head 22 at positions having the same radius from the center of the cutter head 22 with the phase angle shifted so as to draw the same trajectory as the leading bits 72 and 73. ing.

The direction in which the cutter head 22 rotates is rotated not only counterclockwise but also clockwise (the direction opposite to the arrow shown in FIG. 3). That is, the cutter head 22 is driven to rotate in both the forward and reverse directions, and accordingly, the leading bit for normal rotation, the succeeding bit and the preceding bit for reverse rotation,
The trailing bit is arranged on the cutter head 22.

For example, the leading bits for inversion include the preceding bits 80-1, 80-2, 80-5, 80-
6, leading bits 80-3, 80-4, 80-
7, 80-8 are arranged, and as the succeeding bit for the inversion, succeeding bits 90-5, 90-7 are arranged corresponding to the following bits 90-6, 90-8. Also,
The advance bits 70 to 75 that can advance and retreat are configured as advance bits for both forward rotation and reverse rotation.

Similarly, advance / retreat leading bits 70 and 71
Other leading bits 80 are fixed to the cutter head 22 so as to draw the same trajectory also for the cutter heads 74 and 75.

With such a bit arrangement,
Since each of the leading bits 70 to 80 rotates at a different phase angle with the rotation of the cutter head 22, a leading cutting groove is formed at a different cutting depth. That is, the second preceding bit formed by cutting the first preceding excavation groove formed by the first preceding bit deeper (even if the bit length is the same) by the amount of the second preceding bit excavated by the shield machine. Form a digging trench.

Therefore, when the excavation ground is a hard consolidated soil layer and the cutting depth of the desired pre-drilling groove cannot be obtained by one pre-drilling, a plurality of times are required during one rotation of the cutter head. Preliminary excavation is performed separately, and a desired cutting depth of the preparatory excavation groove can be reliably obtained.

Since at least a part of the following bits 90 and 91 are arranged on the cutter head 22 so as to draw substantially the same trajectory as the cutter head 22 rotates, the following bits 90 and 91 Since the cut-out digging depth of the first trailing bit and the second trailing bit is different due to the difference in the phase angle according to the arrangement of the cutting head, the cutting-out digging is performed a plurality of times during one rotation of the cutter head 22. Can be.

Therefore, even when the preceding excavation groove is formed deeper (cut deeper than a size that does not block the transportation equipment), a plurality of trailing bits 9 are formed between the preceding excavation groove.
It is possible to cut and excavate a plurality of times at 0 and 91, and to take into the shield machine 2 as solid state excavated earth and sand of a desired size.

Further, the formation of the preceding excavation groove and the cutting excavation are alternately performed while the cutter head 22 makes one rotation, so that the excavation efficiency is remarkably improved, and the construction period of the tunnel construction can be further shortened.

Further, in the present embodiment, as shown in FIG.
The bits themselves are formed large with respect to 1-1 and 91-2,
The cutting width may be configured to be larger than the interval between the preceding excavation grooves. With this configuration, it is possible to simultaneously cut and excavate a plurality of ground protrusions left unexcavated between the preceding excavation grooves.

In particular, in the case of a large-diameter circular shield tunnel, the cutting distance associated with the rotation of the cutter head is significantly longer at the peripheral portion than at the central portion, and the cutting speed becomes high. Become. Therefore, as described above, a plurality of leading bits 70 to 80 and trailing bits 90 and 91 are arranged at the same radial position on the peripheral edge of the cutter head 22 to prevent wear of the bits. It is possible to increase the size of 91 itself so as to obtain an installation strength that can withstand the cutting resistance of the ground.

As described above, the cutter head 22
Can rotate in both the forward and reverse directions, so even if the bit in the forward direction is worn, by rotating it in the reverse direction,
Excavation can be continued without exchanging bits. Therefore, wear of the bit can be reduced as compared with the case where the cutter head 22 is rotated only in the same direction.

FIG. 4 is a side cross-sectional view of the shield machine 2 shown in FIG. 1, and includes three sets of advanceable bits 70 to 75 and a retractable succeeding bit 90-9 shown in FIG.
It is the figure explained along the AA line section of shield machine 2 containing.

The shield machine 2 adjusts the leading bits 70 to 75 in the direction of the excavation path so that the cutting depth of the preceding digging groove by the preceding bits 70 to 75 can be adjusted as required.
Include jacks 62-1 to 6-3 as a preceding bit driving device for relatively moving back and forth.

The shield machine 2 moves the tips of the trailing bits 90 and 91 back and forth with respect to the direction of the excavation path so that the size of the cut and excavated solid excavated soil can be adjusted. The following bit driver is included. A plurality of jacks 63 are provided as the trailing bit drive device, and a plurality of trailing bits 90-1 and 90-2 are provided.
So that the spokes 23 provided with a
The jack 63 is driven (see FIG. 5A). In addition,
This drive is controlled by the control device 48.

According to the present embodiment, each of the preceding bits 70 to 75 and the following bits 90,
Since the cutting depth 91 can be adjusted, the excavated earth and sand can be cut out to a desired size and excavated even when the soil quality changes during excavation.

In particular, by performing such adjustment,
It is also possible to cut and excavate in a solid state with a substantially constant size in three dimensions, that is, a shape close to a cube.

When such solid excavated soil is transported by fluid, it is desirable that the sphere having the smallest specific surface area be prevented from dissolving in the fluid. However, in practice, it is not possible to cut and excavate in a sphere. It is possible. For this reason, according to the present embodiment, the excavated object 110 has a shape substantially similar to a cube.
Is desirably taken into the shield machine 2 to minimize the dissolution of the soil particles in the muddy water, which is a fluid, to improve the efficiency of the muddy and solid-liquid separation work.

The size of the excavated material 110 to be cut and excavated is controlled by adopting a configuration in which a part or all of the preceding bits 70 to 80 and the following bits 90 and 91 can be advanced or retracted in the excavating direction. It is also possible.

That is, when a configuration is employed in which the leading bits 70 to 80 and the trailing bits 90 and 91 are not advanced or retracted, the size of the excavated object 110 varies depending on the cutting depth and the cutting width of the bits. In this case, the excavated object 110
However, the area in contact with the wastewater increases, and the amount of the excavated material 110 dissolved in the wastewater also increases.

If the cutting depth of the following bits 90 and 91 is increased without changing the number of the following bits 90 and 91, it is necessary to increase the cutter torque for rotating the cutter head 22. is there.

According to the present embodiment, the following bit 90,
Since the excavated object 110 can be discharged in a solid state of an appropriate size by moving the 91 forward and backward, the amount of the excavated object 110 dissolved in the wastewater can be reduced.

In general, in tunnel excavation using the shield machine 2, excavation is performed while appropriately selecting and changing the excavation speed and the rotation speed of the cutter head 22 according to the characteristics of the excavation site. Therefore, when the soil layer of the ground changes, the cutting depth of the preceding excavation groove and the following bit 90,
It is preferable to appropriately change the cutting excavation depth by 91.

Therefore, in this embodiment, the leading bits 70 to 7 are set in accordance with the digging speed and the rotation speed of the cutter head 22.
By appropriately controlling the protrusion amounts of the 5 and the following bits 90 and 91 from the cutter head 22, even when the soil layer changes,
A configuration is adopted that allows excavated earth and sand to be cut out and excavated in a substantially constant size while maintaining a solid state.

The cutter head 22 provided with the preceding bits 70 to 80, the following bits 90 and 91, etc.
It is rotated by the motor 30 in the shield machine 2.

Next, the mechanism for moving the following bits 90 and 91 forward and backward will be described.

FIG. 5 is a schematic sectional view of the mechanism for moving the trailing bits 90 and 91 forward and backward. FIG.
FIG. 3 is a side cross-sectional view showing a state in which the entire spoke 23 to which 0 and 91 are attached has advanced in the excavation direction, and shows a cross-sectional view taken along line BB of FIG. 3.

FIG. 5B is a cross-sectional plan view showing a state in which the single jack 63 is extended, and FIG. 5B is a view when the center of the shield machine 2 is viewed from the outer periphery of the shield machine 2.
It is an enlarged view of C part of (A).

As shown in FIG. 5A, the spoke 23 to which the plurality of trailing bits 90 and 91 are attached can be advanced and retracted by the plurality of jacks 63. By applying the plurality of jacks 63, even when the ground to be excavated is a hard ground, it is possible to sufficiently secure the propulsion force for moving the entire spoke 23 forward.

As shown in FIG. 5B, a pair of succeeding bits 90 and 91 attached to the spokes 23 are
The jack 63 is formed so as to be able to advance and retreat. The jack 63 uses a pin 67 provided on a pedestal 66 fixed to the casing 64 as a rotation axis and a support portion so that the jack 63 can swing in a direction in which a reaction force is applied, that is, in both forward and reverse directions of the rotation direction of the cutter head 22. Is formed.

When the cutter head 22 rotates, the spoke 23 and the following bits 90 and 91 on the spoke 23
It swings in the opposite direction of rotation about the pin 67 as a fulcrum. The swinging spoke 23 collides with a casing 64 formed integrally with the cutter head 22 to limit the swinging amount.

That is, the spoke 23 and the spoke 2
The trailing bits 90 and 91 on 3 can receive a reaction force in the forward rotation direction during excavation by the casing 64 functioning as a reaction force receiver. Also, when the jack 63 is advanced in the direction of the face 200, the spoke 23 and the casing 64 collide with each other to receive a reaction force, thereby enabling stable excavation.

Further, by providing a pin 67 functioning as a support portion and a rotating shaft, the following bit 9 can be used during excavation.
0 and 91 are the optimal postures, and appropriate excavation can be performed. In addition, as the supporting portion, a configuration that supports the jack 63 so as to be slidable back and forth in the direction of the reaction force can be applied.

Note that, as shown in FIG.
The casing 64 that functions as a reaction force receiving member for the leading bits 70 to 75 that advance and retreat as well as the 0 and 91.
-1 to -3 are provided. As a result, the leading bit 7
Excavation can be performed stably even when it is advanced or retracted by the action of receiving a reaction force or the like for the bits 0 to 75 similarly to the following bits 90 and 91.

Next, the excavation procedure using the preceding bits 70 to 80 and the following bits 90 and 91 will be described.

FIG. 6 is a schematic plan view showing an excavation state of the ground due to the interaction between the leading bit 80-7, 80-1 and the following bit 90-6, and FIGS. ) Shows the excavation state of the ground by the preceding bits 80-7 and 80-1 and the following bit 90-6.

As described above, the leading bits 80-7, 8
In order to cut and excavate the ground between the preceding excavation grooves formed by 0-1 and the subsequent excavation grooves with the following bit 90-6, the leading bit 8 is used.
0-7, 80-1 and the following bit 90-6 are arranged on the cutter head 22.

First, in the initial state, as shown in FIG. 6A, the excavation surface 410 of the ground 300 at the portion to be excavated is flat.

The shield machine 2 excavates in the direction of the arrow. When the shield machine 2 excavates, the cutter head 22
Rotates from the state shown in FIG. 6A to the state shown in FIG. 6B. Before the state shown in FIG. 6A is changed to the state shown in FIG.
0-2 is formed, and then the leading bit 80-1 forms the leading digging groove 310-1.

Leading bit 80-7 and leading bit 80-1
Since the phase angles on the cutter head 22 are different, the preceding excavation grooves 310-1 and 310-2 are formed with a predetermined time difference.
In this way, by providing the predetermined time difference, it is possible to cut out and excavate without impairing the skeletal strength of the ground.

The preceding excavation grooves 310-1 and 310-2 have a depth, that is, a cutting depth L2 substantially equal to L, and
The interval L1 between 10-1 and 10-2 is also substantially L. Here, L is the maximum size that does not block the sludge pump 102 shown in FIG. 2 described above.

The width of the preceding excavation grooves 310-1 and 310-2,
That is, the cutting width L3 is also L or less. As a result, the excavated object produced by the preceding excavation also has a size of L or less, and the excavated object can be carried out of the mine without closing the transportation facility.

In the state shown in FIG. 6B, of the ground 300 to be excavated, a belt-shaped convex portion having a protruding length and a protruding width of L or less is formed between the preceding excavation grooves 310-1 and 310-2 as ground. It has been left.

In this state, the excavated object 110 is cut out from the ground 300 by cutting out and excavating a part of the band-shaped convex portion left undigged by the trailing bit 90-6.
The state shown in FIG.

It should be noted that the above description with reference to FIG. 6 is based on a set of leading bits 80-7, 80-1 and trailing bits 90-6.
Although only the operation of the above is described. In the present invention, as shown in FIG.
6, leading excavation grooves 310-1 and 310 in FIG.
It is preferable to form a plurality of preceding excavation grooves adjacent to -2. A plurality of trailing bits 90 and 91 cut out and excavate the ground protrusion left unexcavated between the preceding excavation grooves.

Further, as described above, the leading bit 70
A plurality of bits P may be arranged by changing the phase angle of at least some of the bits 80 to 80 and the following bits 90 and 91 to a position having the same radius from the rotation center of the cutter head 22.

With this configuration, the ground 3
Focusing on a specific position Q point at 00, the cutter head 2
A plurality of ground cuttings are performed at the point Q during one rotation of 2. That is, since the shield machine 2 excavates toward the face in accordance with the phase angle deviation amount, the excavation distance of the shield machine 2 is the same even if the plurality of bits P project from the cutter head 22 at the same amount. Ground Mountain 3
The depth of cut into 00 can be increased.

Therefore, in the case of a shield tunnel having a circular cross section, as the distance from the center of the tunnel increases,
Since the peripheral speed of the cutter head 22 increases and the cutting distance also increases, the wear of the bits can be prevented by arranging the plurality of bits P at the outer edge (near the outer periphery of the circular cross section).

As described above, while the cutter head 22 makes one rotation, the step of forming the preceding excavation groove in the ground 300 substantially at the same position and the step of cutting and excavating in the solid state are performed at least once. Alternately, the ground 300
Efficient excavation according to the characteristics of the tunnel becomes possible, and the tunnel construction period can be significantly reduced.

The leading bits 70 to 75 depend on the excavation speed of the shield excavator 2 and the rotation speed of the cutter head 22.
By appropriately selecting the arrangement of the trailing bits 90 and 91 on the cutter head 22 (including the cutting angle of the cutter bit), it is possible to control the size of the cut and excavated object 110 to some extent. .

Further, in the present invention, the leading bit 7
By configuring the 0 to 75 and the following bits 90 and 91 so as to be able to advance and retreat in the excavation direction, the excavated object 110 can be cut and excavated in a preferable shape and size.

That is, as shown in FIG. 1, the shield machine 2 according to the present embodiment measures the size of the excavated material 110 on the unloading route (transportation route) for unloading the excavated material 110 out of the mine. And a solid object measuring device 120 as an excavated object measuring means for performing the operation. This excavated matter measuring device 120
For example, a solid-state measurement device using radio waves described in JP-A-9-159623 can be used.

The measured values (such as the size of the excavated object 110) obtained by using such a measuring device are shown in FIG.
Is transmitted in real time to the controller 48 shown in FIG.

The control device 48 measures the measured value of the size of the excavated object 110, the length of the leading bits 70 to 75 and the following bits 90 and 91 projected from the cutter head 22 at that time, and the excavation of the shield machine 2. Speed (jack speed)
It also has a function of controlling the advance / retreat of the preceding bits 70 to 75 and the following bits 90 and 91 in consideration of the rotation speed of the cutter head 22.

In order to control the amount of protrusion of the leading bits 70 to 75 and the trailing bits 90 and 91 in real time, it is preferable to measure the size of the excavated earth and sand as soon as possible after taking in the earth and sand. For this reason, the excavated matter measuring apparatus 120 is provided inside the chamber 210 or the exhaust pipe 52.
Is preferably provided in the vicinity of the face.

In the present embodiment, as shown in FIG. 1, it is provided in the exhaust pipe 52 near the chamber 210. This enables real-time control.

According to this, by measuring the size of solid excavated earth and sand cut and excavated in the route of the transport facility, the possibility of blockage of the transport facility such as the sludge pump 102 is predicted. Further, the measurement results can be fed back to control the amount of protrusion of the leading bits 70 to 80 and the trailing bits 90 and 91 from the cutter head 22. Thereby, it becomes possible to cut and excavate the size of the excavated object 110 below a predetermined value.

In the present embodiment, since the excavated object 110 is carried out in a solid state as it is cut out, as shown in FIG. Thus, the wastewater is mixed with the wastewater as a transport medium including the excavated material 110 in the wastewater pipe 52.

According to this, the excavated material 110 cut and excavated in the solid state is carried out of the mine as it is without being dissolved in the muddy water. The efficiency can be further improved, and the amount of sludge to be treated as industrial waste can be further reduced.

As described above, according to the present embodiment, the excavated material 110 is cut out in a solid state having a size as large as possible so as not to block the transportation equipment such as the drainage pump 102 and as close to a cube as possible. By excavating and discharging the mud, the excavated earth and sand can be classified in a primary treatment as a solid mass.

As a result, it is possible to reduce the area of the shaft site including the secondary treatment facility, and to reduce the influence on the environment and the treatment cost.

FIG. 7 is a graph showing an example of an experimental result obtained by the applicant of the present invention for determining the relationship between the excavation distance and the solid recovery rate.

As shown in FIG. 7, the recovery rate in the initial and final stages of excavation is slightly reduced, but in the middle excavation period (excavation distance of 100 to 300 m), the recovery rate in the solid state is slightly more than 60% to 90%. %, Good solid recovery can be achieved.

In the above embodiment, the leading bit 7
Although 0 to 75 are in plural pairs, at least one pair is sufficient. As described above, a plurality of pairs of the preceding bits 70 to 75 are provided, and the forming process and the cutting and excavating process of the streaking pre-drilling groove are repeated a plurality of times while the cutter head 22 makes one rotation, so that the shield excavator 2 having a large diameter is formed. For
It is possible to cut out and excavate the ground 300 efficiently while keeping the solid state in a predetermined size.

The application of the present invention is not limited to the above-mentioned muddy water shield method. For example, the present invention can be applied to muddy water treatment in an underground continuous wall method, a reverse method, or the like.

In the above-described embodiment, the preceding excavation grooves to be excavated at the same time have an interval of one. However, two or more preceding excavation trajectories may be separated and excavation may be performed simultaneously.

As the cutter head, not only the disk-shaped cutter head 22 described above but also a drum cutter used for a shield excavator having a rectangular cross section can be applied.

[Brief description of the drawings]

FIG. 1 is an overall view of a muddy water shield method according to an example of an embodiment of the present invention.

FIG. 2 is a plan sectional view of the sludge pump shown in FIG.

FIG. 3 is a front view of a cutter head of the shield machine shown in FIG. 1;

FIG. 4 is a schematic sectional view of a side surface of the shield machine shown in FIG. 1;

FIG. 5 is a schematic cross-sectional view of an advancing / retreating mechanism of a trailing bit according to an example of the present embodiment, and FIG. It is a figure, (B) is a figure showing the plane sectional view in the state where a single jack advanced.

FIG. 6 is a schematic plan view showing a ground excavation state due to advance and retreat of a leading bit and a following bit, and FIGS. 6A to 6C show the ground excavation state by a leading bit and a following bit. FIG.

FIG. 7 is a graph showing an example of an experimental result obtained by the applicant of the present invention for determining the relationship between the excavation distance and the solid recovery rate.

[Explanation of symbols]

 2 Shield machine 22 Cutter head 23 Spoke 26 Segment 28, 62, 63 Jack 30 Motor 40 Mud control tank 42 Dissolution inhibitor tank 44 Static mixer 46 Viscometer 48 Control device 50 Mud feed pipe 52 Mud drain pipe 60 Lead bit unit 64 casing 66 pedestal 67 pin 70 to 80 leading bit 90 trailing bit 100 blade body 102 mud pump 110 excavated object 120 excavated object measuring device 200 face 210 chamber 300 ground 300 to be excavated 310 preceding excavation groove 410, 420 excavated surface

Continued on the front page (72) Inventor Masago Yasumoto 1-7-1 Kyobashi, Chuo-ku, Tokyo Toda Construction Corporation (72) Inventor Konosuke Nakamura 1-7-1 Kyobashi, Chuo-ku, Tokyo Toda Takeshi (72) Inventor Yoshio Iwai 1-7-1, Kyobashi, Chuo-ku, Tokyo Toda Takeshi Corporation (72) Inventor Yasuhiko Asai 1-7-1, Kyobashi, Chuo-ku, Tokyo Toda Takeshi Inside the company (72) Inventor Yoshiharu Shimizu 1-7-1 Kyobashi, Chuo-ku, Tokyo Inside Toda Construction Corporation (72) Inventor Ei Yoshida 1-7-1 Kyobashi, Chuo-ku, Tokyo Inside Toda Construction Corporation (72) Inventor Toshio Suzuki 2-2-1 Otemachi, Chiyoda-ku, Tokyo Ishi Kawashima-Harima Heavy Industries, Ltd. (72) Inventor Yuji Sakuma 2-2-1 Otemachi, Chiyoda-ku, Tokyo Ishikawajima-Harima Heavy Industries F term in the company (reference) 2D054 AC05 BA03 BB05 BB09 DA12 DA39

Claims (7)

[Claims] 1. A plurality of leading bits for forming streak-like leading digging grooves on a face at a predetermined interval, and a trailing bit for cutting a remaining ground protruding portion between the leading digging grooves. A shield excavator that cuts and excavates a ground in an excavation path in a solid state by rotation of a cutter head including the preceding bit and the following bit, wherein the plurality of preceding bits are A shield machine in which a plurality of preceding excavation grooves formed with the rotation of the cutter head are arranged on the cutter head such that adjacent preceding excavation grooves are not formed at the same time. 2. The cutter head according to claim 1, wherein each preceding bit forming the adjacent preceding excavation groove has a difference of at least 60 degrees or more as a phase angle caused by rotation of the cutter head. A shield machine that is arranged in a shield machine. 3. The method according to claim 1, wherein the plurality of preceding bits form a non-adjacent preceding excavation groove and include a plurality of preceding bits formed as a preceding bit unit. Shield machine. 4. The shield machine according to claim 3, wherein the preceding bit unit is arranged on the cutter head so that a bit protrusion amount from the cutter head can be controlled to move forward and backward. 5. A preceding excavation groove is formed in a ground to be excavated using a preceding bit, and a solid protruding portion left unexcavated between the preceding excavation groove is formed using a succeeding bit. And excavating and excavating the excavated earth and sand out of the mine while maintaining a solid state via a predetermined transport path, wherein a predetermined time difference is provided when adjacent preceding excavation grooves are formed. Characteristic drilling method. 6. The excavation method according to claim 5, wherein the leading bit is drive-controlled so as to be able to advance and retreat in the excavation direction. 7. The method according to claim 5, wherein a dissolution inhibitor for preventing the excavated earth and sand from being dissolved in the liquid is mixed with the liquid as a transport medium in the transport path. How to drill.