JPH10325299A - Shield excavation machine and tunnel-lining method by using the same - Google Patents

Abstract

PROBLEM TO BE SOLVED: To strengthen the structure of a thrusting piston and reduce the lining tickness of a self-setting filler and the construction cost of a tunnel and fix the injection pipe for the filler at the side of a shield excavation machine to increase the reliability of the machine. SOLUTION: A space 21 for a self-setting filler is formed between the skin plate 1 of a shield excavation machine Sp and the inner cylinder 10 thereof so as to connect to the space between the peripheral wall Tw and forms 4. And an injection part 23 of the self-setting filler and a piston chamber 24 partitioned in the peripheral direction of the skin plate 1 are formed in the space 21 for the filler. And further, a thrusting piston 27 driven by a pressure- retaining jack 28 is arranged in the inside of the piston chamber 24 and an injection pipe 26 for the filler is arranged in the inside of the injection part 23 of the filler. The injection pipe 26 is fixed to the skin plate side and advanced together with the skin plate 1 on excavating the tunnel T.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a shield excavator used for constructing a shield tunnel employing a self-hardening filler such as concrete or mortar, and a tunnel lining method using the same.

[0002]

2. Description of the Related Art As is well known, for example, when a tunnel is constructed by a shield method on a soft ground having a high groundwater level, a segment is generally used for a primary lining. Instead of using
The so-called ECL method (Extruded Concrete method) in which a formwork is assembled behind a shield machine and concrete is poured and filled as a hardening material directly between the formwork and the ground to form a lining wall. Lining Method) is also under development.

In the ECL method, after the poured concrete is hardened and the lining wall is formed, it is natural that the concrete can sufficiently withstand the ground pressure (earth pressure and groundwater pressure). The uncured concrete must be able to withstand the ground pressure even with the uncured concrete immediately after casting. Especially when applying the ECL method to the ground with high groundwater pressure, sufficient It is essential to take measures to ensure an adequate water stoppage. For this reason, the applicant of the present invention has previously described a method of lining a shield tunnel in the ECL method in which the casting pressure of concrete is always kept higher than the ground pressure so as to secure water stoppage even with uncured concrete. Provided (Japanese Unexamined Patent Publication No.
No. 61599).

FIG. 33 and FIG. 34 show a shield excavator S used for carrying out the lining method. This is because the ground J is excavated by the cutter device 2 provided at the tip of the skin plate 1 and the skin plate 1 is excavated.
Reinforcing the reinforcing bar 3 on the rear side of the
The tunnel lining wall W is formed by casting concrete between the form 4 and the ground J while excavating with the propulsion jack 5 by taking a reaction force from the form 4 and digging with the propulsion jack 5. Things. A wife formwork 6 is attached to the foremost part of the formwork 4. The wife formwork 6 is composed of a main wife frame 6a buried in concrete and an auxiliary wife frame 6b that appears and disappears from the formwork 4. By this, it is possible to follow the meandering of the shield excavator S. Reference numeral 7 denotes a concrete pump, 8 denotes a concrete casting pipe connected to the formwork 4, and 9 denotes a shutter provided at a connection portion between them.

[0005] In this shield excavator S,
As shown in FIGS. 33 and 34, the inner cylinder 10 is arranged inside the tail portion of the skin plate 1 and the space between them is divided in the radial direction to form a plurality of arc-shaped concrete piston chambers 11.
Are provided so as to be slidable in the axial direction of the shield excavator S in the concrete piston chambers 11, and are provided with pressure holding jacks 13 for driving the extruding pistons 12; A casting hole 14 is provided in 12, and a concrete casting pipe 15 is connected to the casting hole 14 so that concrete is cast into the concrete piston chamber 11 through the casting hole 14. And the pushing piston 1
2 while the concrete is being poured, the pressed concrete is pushed by pushing out the extruding piston 12 with the pressure holding jack 13 so that the poured concrete pressure Po is kept higher than the ground pressure Pj. ing.

The concrete placing procedure by the shield excavator S will be described in more detail with reference to FIGS. FIG. 35 shows a state where the reinforcing bar 3 and the formwork 4 are newly assembled in front of the portion where the concrete casting has been completed. In this state, since the extrusion piston 12 presses the poured concrete as described above, the concrete pressure Po is maintained higher than the ground pressure Pj, and therefore, the penetration of groundwater is prevented.

Next, as shown in FIG. 36, concrete is poured from the state shown in FIG. 35 through the casting pipe 8 into the foremost formwork 4, and the concrete pressure Pr inside the concrete is pre-poured. When the pressure becomes equal to or slightly higher than the concrete pressure Po, the shutter 9 of the casting tube 8 is closed, and the preceding auxiliary wive frame 6b is lowered to allow the succeeding casting portion to communicate with the preceding casting portion. As a result, both the cast concretes are integrated, and the concrete pressure Po of the whole is kept higher than the ground pressure Pj.

Subsequently, as shown in FIG. 37, concrete is poured into the concrete piston chamber 11 through a driving hole 14 formed in the extrusion piston 12. At this time, the pushing piston 12 is connected to the pressure holding jack 13 (FIGS. 33 and 34).
), While being constantly pushed backward (to the right in the figure), gradually defeating the concrete placement pressure (moving to the left in the figure), thereby increasing the concrete pressure Po.
Is held. After that, the propulsion jack 5 is operated to excavate the shield excavator S, and then the propulsion jack 5 is pulled back to re-arrange the reinforcing bars 3 and to form the formwork 4.
Excavation is performed by repeating the above procedure.

[0009]

In the above method,
The concrete pressure Po is always kept higher than the ground pressure Pj by pressing the poured concrete by the pressure holding jack 13 and the extruding piston 12, so that even the ground J which is soft and has a high groundwater level is in the middle of the concrete casting. The groundwater infiltration can be prevented, and thus the ECL method can be applied to such ground J. However, the above method and the shield excavator S used in the method are as follows. Leaves room for improvement.

First, in the construction method and the shield excavator S, when the concrete is pressurized by using the pressure holding jack 13 or when the shield excavator S is excavated, the pushing piston 12 is displaced back and forth. However, at this time, the concrete casting pipe 1 attached to the casting hole 14 provided in the extrusion piston 12
Since 5 is also displaced at the same time, it is necessary to previously open a space in the shield excavator S where the concrete casting pipe 15 moves.

Further, the concrete casting pipe 15 needs to be constituted by a flexible hose or the like so as to be able to follow the displacement of the pushing piston 12, and in such a case, the concrete casting pipe 15 is required. Could not be fixed, and an unstable state such as a hose swinging was likely to occur.

Further, since the concrete casting pipe 15 is constituted by a hose as described above, the piping of the concrete casting pipe 15 may be complicated in some cases, and defects such as clogging of the concrete are likely to occur therein. Had become.

In addition, the shield excavator S
In, the driving hole 14 became a cross-sectional defect in the push-out piston 12 and was a structural weak point. Also,
If the width of the push-out piston 12 is increased to compensate for this weak point and the structure is resistant to pressurization, the thickness dimension of the concrete lining of the shield tunnel becomes large, whereby the shield excavator S Is increased in size and the cost for construction is increased.

The present invention has been made in view of the above circumstances, and an object of the present invention is to construct a shield tunnel by an ECL method by making an extrusion piston structurally strong. It is an object of the present invention to provide a shield excavator capable of reducing a thickness dimension, thereby reducing a tunnel construction cost. Another object of the present invention is to provide a shield excavator having higher reliability than before and a tunnel lining method using the same by fixing the self-hardening filler casting pipe to the shield excavator side. It is in.

[0015]

In the present invention, the following means are employed in order to solve the above-mentioned problems. That is, the shield excavator according to claim 1 covers the peripheral wall of the excavated ground with a form at a predetermined interval while excavating the ground with a cutter at the tip, and automatically mounts the space between the form and the peripheral wall. A shield excavator for casting a hard filler and lining the inner surface of the peripheral wall, wherein a self-hardening filler filling space portion is provided on an inner peripheral surface side of a skin plate of the shield excavator. The self-hardening filler filling space portion is formed so as to face a space between the peripheral wall and the mold, and includes a self-hardening filler injecting portion and a piston chamber separated from each other in a circumferential direction of the skin plate. Inside the piston chamber, an extruding piston slidable in both front and rear directions and driven by a pressure holding jack fixed to the skin plate side is disposed, and the self-hardening filler is injected. Department Inside, characterized in that the self-hardening filling material injection tube is arranged.

The shield excavator according to claim 2 is
The self-hardening filler filling space is formed between the skin plate and an inner cylinder arranged inside a tail part of the skin plate, and the self-hardening filler injection part and the piston chamber are formed between the skin plate and the piston chamber. The skin plate and the inner cylinder are separated from each other in a circumferential direction of the skin plate by a plurality of partition walls.

The shield excavator according to claim 3 is
The piston chamber is formed by integrally fixing a cylinder member forming an inner wall surface of the piston chamber to an inner peripheral surface of the skin plate, and a space between the piston chambers adjacent to each other is filled with the self-hardening filler. It is characterized by being a material injection part.

In such a shield excavator, the self-hardening filler filling space is divided into the self-hardening filler injection part and the piston chamber, and the self-hardening filler is filled between the peripheral wall and the formwork. The operation of injecting is performed in the self-hardening filler injecting section, and the operation of maintaining the pressure of the injected self-hardening filler higher than the ground pressure is performed in the piston chamber. Therefore, it is not necessary to form a hole for driving the self-hardening filler in the extrusion piston provided inside the piston chamber.

According to a fourth aspect of the present invention, in the shield excavator, the self-hardening filler injection pipe is fixed to the skin plate.

Since the shield excavator is configured as described above, the self-hardening filler injection tube does not move in accordance with the longitudinal displacement of the pushing piston.

According to a fifth aspect of the present invention, in a tunnel lining method using a shield excavator, a peripheral wall of the excavated ground is covered with a formwork at a predetermined interval while excavating the ground with a cutter at the tip of the shield excavator. A tunnel lining method using a shield excavator for casting a self-hardening filler between the formwork and the peripheral wall and lining the inner surface of the peripheral wall, wherein a skin plate is used as the shield excavator. On the inner peripheral surface side, a self-hardening filler filling space portion is formed so as to face a space between the peripheral wall and the formwork, and in the self-hardening filler filling space portion,
Forming a self-hardening filler injection part and a piston chamber, and using an extrusion piston that is slidable in both front and rear directions inside the piston chamber, inside the self-hardening filler injection part, While arranging a self-hardening filler injection pipe, the self-hardening filler injection pipe is fixed to the skin plate side, and when digging a tunnel,
Moving the extrusion piston backward to press the self-hardening filler injected and filled from the self-hardening filler injection tube into the space between the peripheral wall and the formwork, The injection tube and the skin plate are integrally advanced.

According to the tunnel lining method using the shield excavator, when the shield excavator digs forward, the self-hardening filler injection pipe does not move in the shield excavator.

[0023]

DESCRIPTION OF THE PREFERRED EMBODIMENTS Hereinafter, first and second embodiments of a shield excavator and a tunnel lining method using the same according to the present invention will be described with reference to FIGS.

[First Embodiment] FIG. 1 is a diagram showing a main part of a shield excavator Sp in the present invention. This shield excavator Sp has basically the same configuration as the above-mentioned conventional shield excavator S, and the same reference numerals are given to the components common to both.

That is, in FIG. 1, reference numeral 1 denotes a skin plate of a shield excavator Sp for excavating a tunnel T at a ground mountain J, and reference numeral 2 denotes a ground plate provided at the tip of the skin plate 1. A cutter device 3 for excavating the mountain J indicates a reinforcing bar disposed on the rear side of the skin plate 1. Reference numeral 4 denotes a formwork assembled so as to cover the reinforcing bar 3 from the inside of the tunnel T,
The tunnel lining wall W is formed by casting and filling a self-hardening filler such as concrete or mortar between the formwork 4 and the peripheral wall Tw of the tunnel T.

Reference numeral 5 denotes a propulsion jack, which plays a role of taking a reaction force from the formwork 4 and moving the shield excavator Sp forward. Reference numeral 6 denotes a wife formwork attached to the forefront of the formwork 4, and the wife formwork 6 is composed of a main wife frame 6a and an auxiliary wife frame 6b.
Further, reference numeral 7 denotes a self-hardening filler pump, 8 denotes a self-hardening filler casting pipe connected to the mold 4 from the inside of the tunnel T, and 9 denotes a mold 4 and a self-hardening filler casting pipe 8. 5 shows a shutter provided at a connection portion between the first and second shutters.

The most different point of the shield excavator Sp from the conventional shield excavator S described above is that the space between the skin plate 1 and the inner cylinder 10 disposed inside the tail portion thereof is a mold. The self-hardening filler filling space 21 is formed to be in communication with the space between the frame 4 and the peripheral wall Tw, and the self-hardening filler filling space 21 becomes a self-hardening filler injecting part 23. And the piston chamber 24. Further, in the shield excavator Sp, unlike the above-mentioned conventional shield excavator S, a self-hardening filler injection pipe 26, a self-hardening filler injection pipe 26, a piston chamber 24, and an extrusion piston 27 are respectively provided in the self-hardening filler injection part 23. It is configured to be arranged separately. In addition, the pushing piston 27
Is slidable in both front and rear directions inside the piston chamber 24, and is driven by a pressure holding jack 28 fixed to the skin plate 1 side.

I-I of the shield excavator Sp shown in FIG.
FIG. 2 shows a cross section. As shown in the figure, the self-hardening filler-filled space 21 is formed by the skin plate 1 and the inner cylinder 1.
0 is divided in the circumferential direction by a partition wall 30 which connects to a part 0, and a part of the part is a self-hardening filler injection part 23 and another part is a piston chamber 24.

The self-hardening filler injecting portion 23 has a peripheral wall T inside.
A partition plate 32 for preventing the self-hardening filler material filled between w and the mold frame 4 from entering the shield is arranged, and the partition plate 32 is provided with a driving hole 33. The tip of the self-hardening filler injection tube 26 is inserted into the installation hole 33.

A pushing piston 27 is arranged inside the piston chamber 24, and the pushing piston 27 is pressed by a pressure holding jack 28 in a direction parallel to the axis of the shield excavator Sp.

FIG. 3 shows a section taken along the line II-II of the shield excavator Sp shown in FIG. As shown in the figure, the self-hardening filler injection pipe 26 is arranged only toward the self-hardening filler injection part 23, and is not arranged in the piston chamber 24.

FIG. 4 is a view showing a cross section taken along the line AA in FIG. 3, and is a side view of the pressure holding jack 28 and the pushing piston 27 viewed from a direction orthogonal to the axial direction of the shield excavator Sp. As shown in the figure, the push-out piston 27 has its skin plate 1 side and inner cylinder 1
A seal member 35 is arranged around the zero side. Also,
A pressure sensor 36 is attached to the tip end surface of the push-out piston 27, that is, the surface that directly presses the cast hardening filler material. Further, the pressure sensor 36 is connected to control means for controlling the driving of the pressure holding jack 28.

Next, an outline of a control mechanism of the pressure holding jack 28 will be described with reference to FIG. As shown in FIG. 5, the pressure holding jack 28 is configured such that the hydraulic oil is supplied to both front and rear sides of the piston 28a so that the piston 28a is driven in both front and rear directions. The hydraulic fluid is selectively supplied to the side, and the expansion piston expands and contracts, and the pushing piston 27 can be driven in both front and rear directions.

The hydraulic circuit of the pressure holding jack 28 for driving the push-out piston 27 includes a hydraulic pump unit 38, a pressure control valve 39 for setting the pressure of hydraulic oil supplied to the pressure holding jack 28, and a hydraulic oil. Control valve 40 for switching the supply path of the pressure holding jack 28 to switch the driving direction of the pressure holding jack 28, a flow direction control valve 41 for adjusting the expansion / contraction speed of the pressure holding jack 28 by adjusting the flow rate of hydraulic oil, and pressure. It consists of a total of 42.

On the other hand, the pressure sensor 36 is connected to the control means 43 so that the pressure of the self-hardening filler material pressed and pressed by the pushing piston 27 is detected every moment and inputted to the control means 43. It has become. It is preferable to use a strain gauge type earth pressure gauge as the pressure sensor 36, but other types of sensors can be appropriately used as long as they can detect the pressure of the self-hardening filler material. Further, in the present embodiment, two pressure sensors 36 are provided for each push-out piston 27 and one of them is used as a spare. However, a spare is not necessarily provided, or both of the two pressure sensors 36 (or furthermore, both of them are provided). The pressure may be simultaneously detected by a number of pressure sensors to improve the detection accuracy.

Further, the control means 43 comprises an instrumentation conditioner 44 and a programmable controller 45. The instrumentation conditioner 44 takes in the detection signal from the pressure sensor 36 and displays it, and also displays the upper limit Pe1 and the lower limit Pe2 of the self-hardening filler pressure Pe.
And setting of hysteresis (dead zone). Also, the programmable controller 45
A control signal is output to the direction control valve 40 based on an instruction signal from the instrumentation conditioner 44 to control the operation of the pressure holding jack 28.

Next, the structure of the self-hardening filler injection tube 26 will be described in detail with reference to FIGS.
FIG. 6 is a view showing a cross section taken along the line BB in FIG. 3, and shows the structure of the self-hardening filler injection pipe 26 viewed from a side cross section orthogonal to the axial direction of the shield excavator Sp. As shown in the figure, the self-hardening filler injection pipe 26 has a tip 26
is disposed between the skin plate 1 and the inner cylinder 10 in such a state that a reaches the tail portion 10a of the inner cylinder 10.

As shown in the figure, the self-hardening filler injection pipe 2
6 has a tip 26a inserted into a driving hole 33 provided in the partition plate 32, and a body portion 26b of which has a pipe fixing plate 46 and a pipe fixing base plate 4.
It is configured to be fixed to the skin plate 1 via the.

FIGS. 7 and 8 show a cc section and a dd section in FIG. 6, respectively. As shown in these figures, the self-hardening filler injection pipe 26 has a shape obtained by dividing a cylinder into two in a plane along an axis, and is divided into two halves 48, 48.
The self-hardening filler injection pipe 26 is formed by arranging these half bodies 48, 48 so as to face each other across the flow path 49 of the self-hardening filler.

As shown in FIG. 6, flanges 51, 51 are formed by expanding the ends 48a, 48a of the half bodies 48, 48, and the flanges 51, 51 are formed as shown in FIG. , 7, 8 as shown in FIG.
The outer peripheral surfaces 51a, 51a are linearly reduced in diameter toward the distal ends 48a, 48a of the 8, 48.

Further, as shown in FIGS. 6, 7 and 8, the shape of the driving hole 33 formed in the partition plate 32 is
1 and 51 are formed in a funnel shape so as to be complementary to the outer peripheral surfaces 51a and 51a.

FIG. 9 is a view showing an ee section in FIG. As shown in the figure, the self-hardening filler injection pipe 26
In the trunk portion 26b, the half body 48 has a configuration in which a connection plate 48b is provided, and between the connection plates 48b, 48b arranged to face each other.
The packing 53 is arranged. The connection plates 48b, 48b are connected to each other by bolts 54 and nuts 55, so that the packing 53
Is pressed from both sides by the connection plates 48b, 48b. For this reason, the watertightness of the flow channel 49 is maintained.

FIG. 10 is a diagram showing a section taken along line ff in FIG. As shown in the figure, the self-hardening filler injection pipe 2
The pipe fixing plates 46, 46 are respectively attached to the half bodies 48, 48 constituting the pipe 6, and the pipe fixing plates 46, 46 are pipe fixing base plates fixed to the skin plate 1. 47 is fixed by bolts 56. Thereby, the self-hardening filler injection tube 26 is fixed to the skin plate 1 side.

FIG. 11 is a view showing a gg section in FIG. As shown in the figure, the pipe fixing base plate 47 is provided with an opening 57 for inserting the self-hardening filler injection pipe 26, and around the opening 57, a bolt 56 (see FIG. 10) is provided. A female screw is formed in the hole 58 so that the bolt 56 can be screwed therein.

The main configuration of the shield excavator Sp has been described above. Next, a method of lining the tunnel T using the shield excavator Sp will be described with reference to FIGS. 12 to 15, (a) shows an enlarged view of the piston chamber 24 and its vicinity, and (b) shows an enlarged view of the self-hardening filler injection part 23 and its vicinity in (b). The figure is shown below.

First, as shown in FIG. 12, the rebar 3 is assembled inside the inner cylinder 10 and the rebar 3
Assemble the formwork 4 inside. Further, the inner cylinder 10 and the mold 4
The main wife frame 6a for closing the space between the main frame 6a and the inner surface of the inner cylinder 10 is disposed so that one end thereof is in contact with the inner surface of the inner cylinder 10. The auxiliary mold 6b is closed by protruding from the inside of the auxiliary mold 4. Further, the propulsion jack 5 is brought into contact with the formwork 4 so that the propulsion jack 5 can take a reaction force from the formwork 4. At this time, the pressure holding jack 28 is driven and the extruded piston 27 pressurizes the cast hardening filler so that the self-hardening filler pressure P0 always becomes higher than the ground pressure PJ. This prevents infiltration of groundwater.

Next, as shown in FIG. 13, the space 6 surrounded by the mold 4, the inner cylinder 10, and the
At 0, the self-hardening filler C is cast from the casting pipe 8. At this time, the self-hardening filler C filled between the peripheral wall Tw of the tunnel T and the formwork 4 has a predetermined pressure Po exceeding the ground pressure PJ.
, The pressure holding jack 28 is operated by the control means 43 (see FIG. 5).

When the space 60 is filled with the self-hardening filler C, and the pressure Pr of the self-hardening filler C in the space 60 becomes equal to or slightly higher than the pressure Po of the self-hardening filler previously placed, As shown in FIG. 14, the shutter 9 of the casting pipe 8 is closed, and the preceding auxiliary wive frame 6b is lowered to allow the following casting part to communicate with the preceding casting part. As a result, the casting self-hardening filler material of both is integrated,
Further, the entire self-hardening filler pressure Po is kept higher than the ground pressure Pj.

As shown in FIG. 14, when the setting of the self-hardening filler C into the space 60 is completed, next, the self-hardening filler injection pipe 26 arranged in the self-hardening filler injection part 23 is used. ,
The self-hardening filler C is cast in a space between the peripheral wall Tw of the tunnel T and the formwork 4. At this time, the pushing piston 27
Is always rearward (right side in the figure) by the pressure holding jack 28.
When the self-hardening filler pressure Po rises due to the driving pressure of the self-hardening filler, the operation of the pressure holding jack 28 is gradually advanced by the control means 43 (see FIG. 5) (see the left side in the figure). ), And the self-hardening filler pressure Po is maintained at a predetermined value.

Pressure holding jack 28 by control means 43
Is as follows. First, the upper limit value Po1, the lower limit value Po2, and the hysteresis of the self-hardening filler pressure Po are set by the instrumentation conditioner 44 in advance. These values may be appropriately set in consideration of the situation of the ground J, etc., but as an example, the upper limit Po1 is the ground pressure Pj + 1.0 kgf / cm ² , and the lower limit Po2 is the ground pressure Pj + 0.
5 kgf / cm ² , and the hysteresis at the upper and lower limits are each set to 0.2 kgf / cm ² .

As described above, if the self-hardening filler C is cast into the space between the peripheral wall Tw of the tunnel T and the mold 4 through the self-hardening filler injection pipe 26, the self-hardening The filler pressure Po will increase. The self-hardening filler pressure Po is momentarily detected by the pressure sensor 36, and when the self-hardening filler pressure Po reaches the upper limit value Po1 (when each set value is set to the value exemplified above, Po = Pj + 1.0 kgf / cm ² ), an instruction signal is output from the instrumentation conditioner 44 to the controller 45, and the controller 45 outputs a control signal to the directional control valve 40 to depress the pressure holding jack 28. Switch to the direction in which you want As a result, the pressure holding jack 28 gradually contracts, and the self-hardening filler pressure Po decreases from the upper limit Po1.

The contraction of the pressure holding jack 28 continues until the self-hardening filler pressure Po decreases by the amount of hysteresis (in the above case, Pj + 0.8 kgf / cm ² ). When the pressure sensor 36 detects that the value has been reached, an instruction signal is output from the instrumentation conditioner 44 to the controller 45, and the controller 45 outputs a control signal to the directional control valve 40 and shifts the control signal to the neutral position. Switching, pressure holding jack 2
Stop supply of hydraulic oil to 8 and lock it. As a result, the decrease in the self-hardening filler pressure Po stops.

Further, if the setting of the self-hardening filler is continued, the self-hardening filler pressure Po rises again. However, the above operation is automatically repeated, and the self-hardening filler pressure Po becomes the upper limit value Po1. Never rise above.

As described above, while maintaining the self-hardening filler pressure Po at a predetermined value by the pressure holding jack 28, the self-hardening filler C is injected into the space between the peripheral wall Tw of the tunnel T and the formwork 4. When the amount of the self-hardening filler material C reaches a certain value, the propulsion jack 5 is operated to make the shield excavator Sp excavate forward.

When excavating the shield excavator Sp,
Since the pressure holding jack 28 and the pushing piston 27 also advance, the self-hardening filler pressure Po decreases, but the self-hardening filler pressure Po is kept at a value larger than the ground pressure PJ. Need to do this,
The self-hardening filler material must be pressed by the extrusion piston 27 to maintain the self-hardening filler pressure Po. Therefore, in this case, the control means 43 and the pressure holding jack 28 are operated as follows to be moved rearward (to the right in the figure).

That is, the self-hardening filler pressure Po that decreases as the excavation proceeds is detected every moment by the pressure sensor 36, and the self-hardening filler pressure Po reaches the lower limit Po2 (each set value is exemplified above). Po if set to a value
= Pj + 0.5 kgf / cm ² ), an instruction signal is output from the instrumentation conditioner 44 to the controller 45, and the controller 45 outputs a control signal to the directional control valve 40, and sends it to the pressure holding jack 28. Switch to the extension direction. Accordingly, the pressure holding jack 28 gradually expands to press the self-hardening filler, and the self-hardening filler pressure Po rises from the lower limit Po2. It continues until the self-hardening filler pressure Po rises by the amount of hysteresis (until Pj + 0.7 kgf / cm ^{2 in the} above example),
When the pressure sensor 36 detects that the self-hardening filler pressure Po has reached the value, the instrumentation conditioner 44
Outputs an instruction signal to the controller 45, the controller 45 outputs a control signal to the direction control valve 40, switches it to the neutral position, stops the supply of hydraulic oil to the pressure holding jack 28, and locks it. . Thereby, the rise of the self-hardening filler pressure Po stops at that point.
If the excavation continues, the self-hardening filler pressure Po decreases again. However, the above operation is automatically repeated, and the self-hardening filler pressure Po does not decrease below the lower limit Po2.

When the shield excavator Sp is excavated in this way, the extruding piston 27 is moved rearward to press the cast hardening filler material while the skin plate 1 is being pushed. The self-hardening filler injection tube 26 fixed to the side is integrally moved together with the skin plate 1. As a result, the self-hardening filler injection pipe 26 does not move in the shield excavator Sp during tunnel excavation.

After the tunnel T has been dug, the propulsion jack 5 is pulled back as shown in FIG. 15, and the propulsion jack 5, the formwork 4 and the reinforcing bar are formed as shown in FIG. In the space between the reinforcing bars 3, the reinforcing bars 3 are newly arranged and the formwork 4 is assembled. Also in this case,
The pressure holding jack 28 is controlled so that the driven-in hardening filler material is pressed by the pushing piston 52 so that the pressure of the hard-filled filler material Po always exceeds the ground pressure PJ.

In this embodiment, the tunnel T is dug by repeating the above procedure. Since the control operation of the pressure holding jack 28 by the control means 43 is performed electrically, the response of the pressure holding jack 28 is reduced as compared with the case where the pressure holding jack 28 is contracted by operating a relief valve or the like. It is much better in that respect. Therefore, the self-hardening filler pressure Po
Does not suddenly follow the pressure holding jack 28 to cause the self-hardening filler pressure Po to exceed the upper limit Po1 or the lower limit Po2. In the above procedure, the setting of the self-hardening filler into the self-hardening filler injecting section 23 and the excavation of the shield machine Sp may be performed at the same time. Even if the self-hardening filler pressure Po changes more complicatedly, the pressure holding jack 28 automatically operates optimally in accordance with the actual self-hardening filler pressure Po detected by the pressure sensor 36, and the self-hardening filler pressure Po
Is reliably prevented from rising above the upper limit Po1 or falling below the lower limit Po2.

In the above-described shield excavator Sp, the peripheral wall Tw and the formwork 4 are provided between the skin plate 1 and the inner cylinder 10.
The self-hardening filler injecting part 23 and the piston chamber 24 communicating with the space between the piston and the piston are formed separately.
The self-hardening filler injection section 23 has a self-hardening filler injection pipe 26.
However, the push-out piston 27 is arranged in the piston chamber 24.

As described above, since the self-hardening filler injecting portion 23 and the piston chamber 24 are separated from each other, it is not necessary to provide the extrusion piston 27 with a hole for casting the self-hardening filler. In this case, no cross-sectional defect occurs, and the structural strength of the push-out piston 27 is increased as compared with the related art. Accordingly, even when the self-hardening filler pressure Po is set to a high value, it is not necessary to increase the width of the extrusion piston 27 to increase its structural strength, and the lining thickness of the tunnel T is reduced. The size can be reduced as compared with the prior art. Therefore, when the same internal space is to be secured in the tunnel T, the excavation cross-sectional area of the tunnel T can be reduced as compared with the case where the conventional technology is used, and the construction cost can be reduced.

Further, in the above-mentioned shield excavator Sp, the self-hardening filler injection pipe 26 is configured to be fixed to the skin plate 1 via the pipe fixing plate 46 and the pipe fixing base plate 47. Thereby, when the self-hardening filler C is driven into the space between the peripheral wall Tw of the tunnel T and the formwork 4 by the self-hardening filler injection pipe 26, or when the shield excavator Sp is excavated forward. In addition, the self-hardening filler injection pipe 26 does not move in the shield excavator Sp, and a moving space for the self-hardening filler casting pipe 15 is opened in the inside thereof as in the conventional shield excavator S. No need to keep it.

In the shield excavator Sp, since the self-hardening filler injection pipe 26 does not move in the shield excavator Sp, the self-hardening filler injection pipe 26 has flexibility like a flexible hose. It is not necessary to be formed of a material, and there is no problem that the hose swings when the self-hardening filler is poured. As described above, the shield excavator Sp of the present embodiment is more excellent in usability than the conventional one.

Further, in the shield excavator Sp, since the self-hardening filler injection pipe 26 is fixed to the skin plate 1 side, the arrangement and shape of the pipe are more complicated than the pipe using a flexible hose or the like. Is less likely to occur, thereby reducing the risk of clogging of the self-hardening filler C inside the tube. Therefore, this shield excavator Sp
It is also superior in safety compared to conventional ones.

According to the tunnel lining method using the above-described shield excavator Sp, when the shield excavator Sp is excavated forward, the self-hardening filler injection pipe 26 moves in the shield excavator Sp. Therefore, there is no need to open a space for moving the self-hardening filler injection pipe 26 therein. As a result, the space inside the shield excavator Sp can be effectively used.

In this tunnel lining method,
A self-hardening filler injection pipe 26 is fixed to the skin plate 1 side in advance, and when the tunnel T is excavated, the self-hardening filler is pressed by the extrusion piston 27 in the piston chamber 24 and the self-hardening filler is pressed. In the injection part 23, the self-hardening filler injection tube 26 advances integrally with the skin plate 1. By employing such a lining method, it is not necessary to form the self-hardening filler injection pipe 26 from a flexible material such as a flexible hose. Accordingly, there is no fear that the self-hardening filler casting pipe 26 oscillates, the arrangement and the shape thereof become complicated, and the self-hardening filler C is less likely to be clogged inside the pipe. The reliability of Sp is improved.

Although the first embodiment has been described above, the present invention is not limited to the first embodiment, and the configuration of the above embodiment is not deviated from the gist of the present invention. Some can be changed as follows.

For example, as shown in FIG. 16, the shield excavator Sp of the present invention may be applied to a tunnel T ′ in which no reinforcing bars are arranged on the tunnel lining wall W. The operation and effect of the shield excavator Sp in this case are exactly the same as those of the above-described embodiment except that the procedure for arranging the reinforcing bars is omitted. When the shield excavator Sp is applied to the construction of the tunnel T 'as shown in FIG. 16, a tail seal made of a material such as a stainless steel plate is provided between the tail part 10a of the inner cylinder 10 and the formwork 4. It is preferable to arrange 62 to prevent the self-hardening filler material C from entering the shield excavator Sp. FIG.
Is an enlarged view of the shape of the tail seal 62. Thus, the tail seal 62 is joined to the inner cylinder 10 by the bolt 63. Further, by using the tail seal 62, it is possible to form a gap 64 between the inner cylinder 10 and the formwork 4 so that the shield excavator Sp can move smoothly.

FIG. 18 shows an example in which the configuration of the tail of the shield excavator Sp of the above embodiment shown in FIG. 2 is modified. In the drawing, only the configuration of the self-hardening filler filling space 21 between the inner cylinder 10 and the skin plate 1 which is different from the above embodiment is shown.

The self-hardening filler filling space portion 2 shown in FIG.
1 is divided in the circumferential direction by a partition wall 30 in the same manner as that shown in FIG. 2, and further includes a self-hardening filler injecting section 23 in which a self-hardening filler injecting pipe 26 is disposed, and an extrusion piston 27. And a piston chamber 24 in which a self-hardening filler injection pipe 2 is provided.
6 and the pushing piston 27 are provided with a space 65 in which neither is arranged. FIG. 19 is a view showing a cross section taken along the line hh in FIG. 18. A plate 66 for closing the tip is disposed at the tail of the space 65, and the poured self-hardening filler material is shielded by excavation. It is configured not to enter the machine Sp.

If the self-hardening filler material has sufficient fluidity, the pressure of the self-hardening filler material propagates far, so that the entire space of the self-hardening filler filling space 21 is self-contained as in the above embodiment. It is not necessary to form only the hard filler injecting portion 23 and the pushing piston 27, and the self-hardening filler filling space 21 may be configured as shown in FIG.

FIG. 20 shows a shield excavator Sp.
FIG. 1 is a diagram of a case where a rectangular shield machine for constructing a rectangular tunnel is configured. As in FIG. 18, here, only the configuration of the self-hardening filler filling space 21 is shown. As in FIGS. 2 and 18, the self-hardening filler filling space 21 is divided in the circumferential direction by a partition wall 30, and the self-hardening filler injecting part in which the self-hardening filler injection pipe 26 is disposed. 23 and a piston chamber 24 in which an extruding piston 27 is disposed. Further, also in this case, similarly to the one shown in FIG. 18, the self-hardening filler filling space 21 is provided with a space 65 in which neither the self-hardening filler injection pipe 26 nor the pushing piston 27 is arranged. It is also possible.

[Second Embodiment] Next, a second embodiment according to the present invention will be described. The second embodiment described below is an example of a shield excavator for constructing a tunnel without arranging reinforcing bars and a tunnel lining method using the same, and the first embodiment The same reference numerals are given to the same components as those described above, and description thereof will be omitted.

As shown in FIG. 21, the shield excavator Sp ′ for excavating the tunnel T ′ in the ground J is provided with a cutter device 2 for excavating the ground J at the tip of the skin plate 1. 1 is provided with a propulsion jack 5. In this shield excavator Sp ', the formwork 4 is assembled on the rear side of the skin plate 1, and this formwork 4
By filling with a self-hardening filler between the inner wall and the peripheral wall Tw of the tunnel T ′, so that no reinforcement (rebar is not arranged)
The tunnel lining wall W 'is formed.

The most different point of the shield excavator Sp ′ from the shield excavator Sp shown in the first embodiment is that the shield excavator Sp ′ is different from the shield excavator Sp in the first embodiment. As described above, the inner plate 10 is not provided inside the tail portion of the skin plate 1 (see FIG. 1).

That is, in the shield excavator Sp ′, the self-hardening filler filling space 101 is formed inside the tail of the skin plate 1 so as to communicate with the space between the formwork 4 and the peripheral wall Tw. Have been. As shown in FIG. 22, in the self-hardening filler filling space 101, a self-hardening filler injecting portion 103 and a piston chamber 104 are divided from each other, and these are arranged alternately in the circumferential direction of the skin plate 1. It consists of a set configuration.

The piston chamber 104 is formed by a cylinder member 105 provided integrally on the inner peripheral surface of the skin plate 1. The cylinder member 105 includes side wall portions 105a, 105a substantially perpendicular to the inner peripheral surface of the skin plate 1.
And an arc-shaped inner wall portion 105b located inside the inner peripheral surface of the skin plate 1 by a predetermined dimension and having a substantially U-shape in cross section, and the side wall portions 105a, 105a at both side ends are formed of the skin plate 1. It is integrally fixed by welding to the inner peripheral surface. That is, the piston chamber 104 is provided with the side wall portions 105a and 105a of the cylinder member 105 and the inner wall portion 10a.
5 b and the inner peripheral surface of the skin plate 1.

In the piston chamber 104, a pushing piston 27 is slidably provided in both front and rear directions.
This is driven forward and backward by the pressure holding jack 28 fixed to the skin plate 1 side, and the shield excavator Sp ′ is driven.
Can be pressed from a direction parallel to the axis of

FIG. 23 (a) is a sectional view taken along the line A′-A ′ of the shield excavator Sp ′ shown in FIG.
8 and the extruding piston 27 are connected to the shield excavator Sp '.
FIG. 3 is a side view from a direction orthogonal to the axial direction of FIG. As shown in the figure, the push-out piston 27 has its skin plate 1 side and the inner wall portion 105 b of the cylinder member 105.
A seal member 35 is disposed around the side. The pressure holding mechanism by the pressure holding jack 28 and the control mechanism therefor are as described in the first embodiment, and a description thereof will be omitted here.

As shown in FIG. 22, a plurality of piston chambers 104 are provided in the self-hardening filler filling space portion 101 at intervals in the circumferential direction by a cylinder member 105. In other words, the self-hardening filler injection portion 103 is formed between the adjacent piston chambers 104, 104.

FIG. 23 (b) shows a section taken along the line B'-B 'of the shield excavator Sp' of FIG. Inside the self-hardening filler injecting portion 103, at the rear end position of the skin plate 1, a self-hardening filler filled between the peripheral wall Tw and the formwork 4 is prevented from entering the shield. An end plate 106 is provided. Then, as shown in FIG. 23B, the driving holes 33 are formed in the end plate 106.
The self-hardening filler injection pipe 26 is
The tip of is inserted. As shown in FIG. 22, each self-hardening filler injection pipe 26 is disposed only toward the self-hardening filler injection part 103, and is not disposed in the piston chamber 104.

Further, as shown in FIGS. 23A and 23B, the cylinder member 10 forming the piston chamber 104
5 and the self-hardening filler injecting section 103
A tail seal 107 for sealing a gap with the formwork 4 to be assembled inward is attached to an end edge on the inner peripheral side of each of the end plates 106 provided at the inner side.

In the shield excavator Sp ′ having such a configuration, the shield excavator Sp shown in the first embodiment is used.
In the same manner as described above, the ground J is excavated with the cutter device 2, and the self-hardening filler is poured and filled between the formwork 4 assembled in the skin plate 1 behind and the peripheral wall Tw, thereby forming the tunnel lining wall. The tunnel T 'is constructed by forming a W' (however, it is plain) while taking a reaction force on the form 4 with the propulsion jack 5 and propelling it in the excavation direction. .

When the self-hardening filler is poured between the mold 4 and the peripheral wall Tw, the self-hardening filler injection section 1
03 from the self-hardening filler injection tube 26, the end plate 1
06, while pushing the self-hardening filler into the space between the formwork 4 and the peripheral wall Tw, the extruding piston 27 in the piston chamber 104 is driven forward and backward by the pressure holding jack 28 to thereby drive the self-hardening filler. The hard filler is pressed to maintain the pressure at or above a predetermined value.

In the above-mentioned shield excavator Sp ′, a self-hardening filler filling space 101 communicating with the space between the peripheral wall Tw and the formwork 4 is provided on the inner peripheral surface side of the skin plate 1. The self-hardening filler filling space 101 has a configuration in which a self-hardening filler injecting portion 103 and a piston chamber 104 are separately formed. Thereby, similarly to the first embodiment, the pushing piston 27 of the piston chamber 104 is
It is not necessary to provide a hole for placing a self-hardening filler material in the hole, and there is no occurrence of a sectional defect, so that the structural strength of the push-out piston 27 is increased. Therefore, the lining thickness dimension of the tunnel T 'can be made smaller than that of the conventional technique, and when the same internal space is to be secured in the tunnel T', the tunnel T ' Excavation cross-sectional area can be reduced, and the construction cost can be reduced.

Further, in the above-described shield excavator Sp ′, the self-hardening filler injection pipe 26 is connected to the end plate 10.
6, the self-hardening filler injection pipe 26 can move in the shield excavator Sp 'as in the first embodiment. Absent. Therefore, the space in the skin plate 1 is effectively used, and the usability and the safety are excellent.

In addition, the shield excavator Sp ′ in the second embodiment described above differs from the shield excavator Sp in the first embodiment in that the skin plate 1
Member 10 having both ends fixed to the inner peripheral surface of the cylinder
5, the piston chamber 104 is formed. The shield excavator S in the first embodiment
In p, as shown in FIG.
The inner cylinder 10 is provided in the tail part of this, and it has a double structure. In the case where the inner cylinder 10 is manufactured with a double tail as described above, it takes time and effort to weld the inner cylinder 10, and particularly the piston chamber 2.
In order to ensure the accuracy of 3, the inner cylinder 10 is large, and the partition 30 must be installed between the inner cylinder 10 and the skin plate 1. This requires a great deal of labor and increases production costs. Cause. On the other hand, in the shield excavator Sp ′ according to the second embodiment, since only the cylinder member 105 needs to be welded to the inner peripheral surface of the skin plate 1, the above-described problem does not occur, and Can be easily performed, and the manufacturing cost can be reduced. Furthermore, if an extruded material, a cast product, or the like is used for the cylinder member 105 and is formed into a predetermined shape in advance, this effect becomes even more remarkable.

Note that also in the second embodiment,
As in the first embodiment, the present invention can be applied to other modified examples.

For example, FIG. 24 shows an example in which the configuration of the tail of the shield excavator Sp ′ of the above embodiment is modified. In the figure, only the configuration of the self-hardening filler filling space 101 different from the above embodiment is shown. Self-hardening filler filling space 101
Is similar to the one shown in FIG.
Thus, a piston chamber 104 is formed, and a space between the adjacent piston chambers 104, 104 is configured as a self-hardening filler injection part 103. In addition, a self-hardening filler injection pipe 26 and an extrusion piston 27 is provided with a space 109 in which none is arranged. FIG. 25 is a diagram showing a section taken along the line h′-h ′ in FIG.
The end plate 110 is arranged at the tail of the excavator S09.
The structure is such that it does not penetrate into p '. If the self-hardening filler keeps sufficient fluidity, the pressure of the self-hardening filler propagates far away, so that all of the self-hardening filler filling space 101 is filled with the self-hardening filler as in the above embodiment. It is not necessary to form only the injection part 103 and the piston chamber 104, and the self-hardening filler filling space 101 may have a configuration as shown in FIG.

Further, FIG. 26 shows a case where the shield excavator Sp 'is configured as a rectangular shield machine for constructing a rectangular tunnel. As in FIG. 24, here, only the configuration of the self-hardening filler filling space 101 is shown. Similarly to FIGS. 22 and 24, in the self-hardening filler filling space 101, a piston chamber 104 is formed by a cylinder member 105, and the space between the adjacent piston chambers 104, 104 is formed by the self-hardening filler injecting part 10.
3 is configured. Further, also in this case, as in the case shown in FIG.
01 may be provided with a space 109 in which neither the self-hardening filler injection pipe 26 nor the pushing piston 27 is disposed.

FIG. 27 shows a case where the shield excavator Sp 'is a circular shield and is used when the lining thickness of the portion where the self-hardening filler is to be cast is thick. In this shield excavator Sp ′, the self-hardening filler filling space 1 is provided inside the tail of the skin plate 1.
01 is formed in communication with the space between the mold 4 and the peripheral wall Tw. This self-hardening filler filling space 101
The self-hardening filler injecting portion 103 and the piston chamber 104 formed by the cylinder member 112 having a circular cross section when viewed from the outside are alternately arranged in the circumferential direction of the skin plate 1. The self-hardening filler injecting section 103
The self-hardening filler injection section 103 is provided between the piston chambers 104 adjacent to each other. As shown in FIGS. 28 (a) and (b), this shield excavator Sp ′ is provided with an end plate 113 inside the tail portion of the skin plate 1 to inject the cylinder member 112 and the self-hardening filler. The tube 26 is fixed to a hole 114 formed at a predetermined position of the end plate 113. Thus, when the lining thickness of the self-hardening filler is large, the cylinder member 1
It is also possible to adopt a configuration in which 12 is cylindrical and this is integrally fixed to the skin plate 1 via the end plate 113 and the like.

By the way, the present applicant has proposed a technique for constructing a large-section tunnel, for example, Japanese Patent Application No. 9-2748.
No. 72 has already been proposed. This is shown in FIG.
As shown in the figure, for example, a tunnel structure 121 having a substantially Japanese character in cross section is constructed, and a space is formed inside the tunnel structure 121. The tunnel structure 121 has a circular shield tunnel 122 having a circular cross section and Planar shield tunnels 123 having parallel planes are alternately arranged in the circumferential direction, and these are configured to be integrated by partially overlapping each other. In each plane shield tunnel 123, a formwork (segment) 124 assembled therein has two opposing surfaces as flat plate portions 124a, 124a. , 1
24b.

The technique according to the present invention is also applicable to a shield excavator Sp ″ used for constructing a flat shield tunnel 123 constituting such a large-section tunnel. As shown in FIG. In Sp ″, a self-hardening filler filling space portion 125 is formed in a space between the concave portion 124b of the specially-shaped mold frame 124 assembled in the skin plate 1 having a rectangular cross section and the peripheral wall Tw. The self-hardening filler filling space 125 is provided in the self-hardening filler injecting section 10.
3 and a piston chamber 104 formed by a cylinder member 112 having a circular cross section as viewed in the circumferential direction of the skin plate 1. The self-hardening filler injection section 103 is provided with a self-hardening filler injection pipe 26. As shown in FIGS. 28A and 28B, this shield excavator Sp ″ has a skin plate 1
An end plate 126 corresponding to the self-hardening filler filling space 125 is provided inside the tail of the cylinder member 112, and the cylinder member 112 and the self-hardening filler injection pipe 26 are formed at predetermined positions of the end plate 126. It is fixed to the hole 127. As described above, even when the shape of the lining portion of the self-hardening filler is special, the cylinder member 112 is
It may be configured to be integrally fixed to the skin plate 1 via the end plate 126 or the like.

Further, in the first and second embodiments, the cross-sectional shape of the self-hardening filler injection pipe 26 of the above embodiment as shown in FIG. 9 may be changed as shown in FIGS. 31 and 32. No problem. Thus, the self-hardening filler injection pipe 2
6 is formed into a flat shape such as an elliptical shape or a rectangular shape, thereby ensuring the same or larger cross-sectional area as the flow path 49 in the case of the circular shape shown in FIG. The width dimension between 10 and can be reduced,
Thereby, the lining thickness of the tunnel T can be reduced, and the excavated cross-sectional area of the tunnel T can be reduced. Further, when the self-hardening filler injection pipe 26 is formed in a rectangular shape,
As convenient when taking out the self-hardening filler after curing,
As shown in FIG. 32, it is preferable to provide a tapered portion 68 in the inside. It is preferable to use channel steel as the half bodies 48, 48 constituting the self-hardening filler injection pipe 26 shown in FIG.

When the self-hardening filler injection pipe 26 is formed as shown in FIGS. 31 and 32, the self-hardening filler injection pipe 26 does not need to have a flat shape over the entire body. FIGS. 31 and 32 show only the portion inserted into the material injection portion.
The shape may be as shown in FIG. In this case, if a portion other than the portion inserted into the self-hardening filler injection portion is formed by a normal circular cross section, and the cross section is gradually changed to an elliptical shape or a rectangular shape, the pressure loss at the portion where the cross section changes is obtained. Can be prevented. In addition, when the self-hardening filler injection pipe 26 has a flat cross section, the pressure loss of the self-hardening filler becomes larger as compared with the circular cross section. It is preferable to increase the cross-sectional area.

Other than this, any configuration may be adopted as long as it does not depart from the gist of the present invention, and it goes without saying that the above-described configurations may be appropriately combined selectively. No.

[0097]

As described above, according to the shield excavator according to the first aspect, the self-hardening filler filling spaces formed on the inner peripheral surface side of the skin plate are separated from each other in the circumferential direction. And a self-hardening filler injection section and a piston chamber. Further, among these, a self-hardening filler injection tube is arranged in the self-hardening filler injection part, and an extrusion piston is arranged in the piston chamber. Also,
According to the shield excavator according to claim 2, the self-hardening filler filling space is formed between the skin plate and the inner cylinder arranged inside the tail part of the skin plate, and the self-hardening filler is filled. The injection part and the piston chamber are configured to be separated by a plurality of partitions connecting the skin plate and the inner cylinder. In the shield excavator of the present invention, the self-hardening filler injecting section and the piston chamber are separated from each other as described above, and there is no need to provide a hole for driving the self-hardening filler in the extrusion piston, and the extrusion piston No cross-sectional defects occur. For this reason, compared to the past,
The structural strength of the extruded piston is increased, so that the width of the extruded piston can be reduced and the thickness of the tunnel lining can be reduced compared to the prior art. As a result, the excavation cross section of the tunnel is reduced,
Construction costs can be reduced.

According to the shield excavator of the third aspect,
The piston chamber is formed by fixing a cylinder member that forms the inner wall surface to the inner peripheral surface of the skin plate, and has a configuration in which a space between adjacent cylinder members is a self-hardening filler injection portion. Accordingly, there is no need to provide an inner cylinder at the tail portion of the skin plate to form a double structure, and it is possible to reduce the manufacturing cost of the shield excavator.

[0099] In the shield excavator according to the fourth aspect, the self-hardening filler injection pipe is fixed to the skin plate. Thereby, even at the time of setting of the self-hardening filler material or at the time of excavation of the shield excavator, the self-hardening filler injection tube does not move in the shield excavator,
It is no longer necessary to provide a space for moving the self-hardening filler casting pipe inside, unlike a conventional shield excavator.
Further, in this shield excavator, since the self-hardening filler injection pipe does not move in the shield excavator, it is not necessary to form the self-hardening filler injection pipe from a flexible material such as a flexible hose. Unlike the conventional shield excavator, there is no such a problem that the hose swings when the self-hardening filler is poured. From these, according to the present invention, a shield excavator excellent in usability is realized. Furthermore, according to this shield excavator, there is less concern that the arrangement and shape of the pipes become complicated as compared with a conventional apparatus using a pipe using a flexible hose or the like. The concern that the hard filler is clogged is reduced, and the reliability is also improved.

In the tunnel lining method using the shield excavator according to the fifth aspect, the shield excavator is provided in the space for filling the self-hardening filler inside the skin plate and in the space between the peripheral wall and the formwork. On the other hand, a self-hardening filler injection portion and a piston chamber which are in communication with each other are formed, and an extrusion piston slidable in both front and rear directions is disposed inside the piston chamber. And
When excavating the tunnel, the extruded piston presses the self-hardening filler in the piston chamber, and the self-hardening filler injection tube advances integrally with the skin plate at the self-hardening filler injection part. I do. As described above, according to the present invention, since the self-hardening filler injection pipe does not move in the shield excavator, it is necessary to open a moving space for the self-hardening filler injection pipe inside the shield excavator. And the internal space can be used effectively. Further, according to the present invention, it is not necessary to form the self-hardening filler injection tube from a material having flexibility such as a flexible hose, and the self-hardening filler injection tube oscillates, its arrangement, shape, and the like. There is no need to worry about complexity of the excavator, and further, there is less concern about clogging of the self-hardening filler inside the pipe, and the reliability of the shield excavator is improved.

[Brief description of the drawings]

FIG. 1 is a side sectional view of a shield excavator schematically showing a first embodiment of the present invention.

FIG. 2 is a sectional view taken along the line II in FIG.

FIG. 3 is a sectional view taken along the line II-II in FIG.

FIG. 4 is a sectional view taken along the line AA in FIG. 3;

FIG. 5 is a diagram showing a control mechanism of a pushing piston and a pressure holding jack shown in FIG. 4;

FIG. 6 is a sectional view taken along the line BB in FIG. 3;

FIG. 7 is a sectional view taken along the line cc in FIG. 6;

8 is a sectional view taken along the line dd in FIG. 6;

FIG. 9 is a sectional view taken along the line ee in FIG. 6;

10 is a sectional view taken along the line ff in FIG. 6;

11 is a sectional view taken along the line gg in FIG. 6;

FIGS. 12A and 12B are side sectional views showing a procedure for constructing a tunnel using the shield excavator of the present invention, wherein FIG. 12A is a view showing the vicinity of a piston chamber in the shield excavator, and FIG.
FIG. 3 is a view showing the vicinity of a self-hardening filler injecting section.

FIGS. 13A and 13B are side sectional views showing a procedure for constructing a tunnel using the shield excavator of the present invention, wherein FIG. 13A is a view showing the vicinity of a piston chamber in the shield excavator, and FIG.
FIG. 3 is a view showing the vicinity of a self-hardening filler injecting section.

FIG. 14 is a side sectional view showing a procedure for constructing a tunnel using the shield excavator of the present invention, wherein (a) is a view showing the vicinity of a piston chamber in the shield excavator, and (b).
FIG. 3 is a view showing the vicinity of a self-hardening filler injecting section.

FIG. 15 is a side sectional view showing a procedure for constructing a tunnel using the shield excavator of the present invention, wherein (a) is a view showing the vicinity of a piston chamber in the shield excavator, and (b).
FIG. 3 is a view showing the vicinity of a self-hardening filler injecting section.

FIG. 16 is a view showing another embodiment of the present invention, and is a side cross-sectional view when the shield excavator of the present invention is used for constructing a tunnel in which a reinforcing bar is not arranged on a lining wall.

FIG. 17 is an enlarged side sectional view of the tail seal shown in FIG. 16;

FIG. 18 is a view showing another example of the first embodiment of the present invention, and is an elevational sectional view showing a case where the configuration of the self-hardening filler filling space in the first embodiment is changed. It is.

FIG. 19 is a sectional view taken along the line hh in FIG. 18;

FIG. 20 is a view showing another example of the first embodiment of the present invention, and shows a state of a self-hardening filler filling space portion when the shield excavator of the present invention is configured as a rectangular shield excavator. FIG.

FIG. 21 is a side sectional view of a shield excavator schematically showing a second embodiment of the present invention.

FIG. 22 is an elevational sectional view showing a self-hardening filler filling space portion of the shield excavator.

23A is a cross-sectional view taken along the line A′-A ′ in FIG. 22, and FIG. 23B is a cross-sectional view taken along the line B′-B ′ in FIG.

FIG. 24 is a view showing another embodiment of the present invention, and is an elevational sectional view showing a case where the configuration of the self-hardening filler filling space in the second embodiment is changed.

FIG. 25 is a sectional view taken along the line h′-h ′ in FIG. 24;

FIG. 26 is a view showing another example of the second embodiment of the present invention, and shows a state of a self-hardening filler filling space when the shield excavator of the present invention is configured as a rectangular shield excavator. FIG.

FIG. 27 is an elevational sectional view showing a state of a self-hardening filler filling space when the shield excavator of the present invention is configured as a shield excavator for constructing a circular shield tunnel having a thick lining; is there.

28A is a sectional view taken along the line A ″ -A ″ in FIG. 27, and FIG. 28B is a sectional view taken along the line B ″ -B ″ in FIG.

FIG. 29 is a view showing still another example of the second embodiment of the present invention, and is an elevational sectional view showing an example of a large-section tunnel constructed by applying the shield excavator of the present invention.

30 is a half-standing sectional view showing the state of the self-hardening filler filling space when the shield excavator of the present invention is configured as a shield excavator for constructing the tunnel shown in FIG. 29. .

FIG. 31 is a view showing another embodiment of the present invention, and is a cross-sectional view showing an example in which the configuration of the self-hardening filler injection pipe in the shield excavator of the present invention is changed from the above embodiment. is there.

FIG. 32 is a view showing another embodiment of the present invention, and is a cross-sectional view showing an example in which the configuration of the self-hardening filler injection pipe in the shield excavator of the present invention is changed from the above-described embodiment. is there.

FIG. 33 is a view showing a conventional technique of the present invention, and is a side cross-sectional view showing a shield excavator used when constructing a tunnel using the ECL method.

FIG. 34 is a front view of the same.

FIG. 35 is a view showing a conventional technique of the present invention, and is a side sectional view showing a procedure for constructing a tunnel using the shield excavator.

FIG. 36 is a view showing a conventional technique of the present invention, and is a side sectional view showing a procedure for constructing a tunnel using the shield excavator.

FIG. 37 is a view showing a conventional technique of the present invention, and is a side sectional view showing a procedure for constructing a tunnel using the shield excavator.

[Explanation of symbols]

 J Chiyama W, W 'Tunnel lining wall Po Self-hardening filler pressure Pj Chiyama pressure Sp, Sp', Sp "Shield excavator Tw Perimeter wall 1 Skin plate 2 Cutter device 4, 124 Formwork 10 Inner cylinder 21, 101 , 125 Self-hardening filler filling space 23, 103 Self-hardening filler injecting part 24, 104 Piston chamber 26 Self-hardening filler injecting pipe 27 Extruding piston 28 Pressure holding jack 105, 112 Cylinder member

 ──────────────────────────────────────────────────続 き Continuing on the front page (72) Inventor Hisashi Takenaka 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation (72) Inventor Osamu Urata 1-2-3 Shibaura, Minato-ku, Tokyo Shimizu Corporation (72) Inventor Shinji Seki 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation

Claims (5)

[Claims] 1. Excavating the ground with a cutter at the tip and covering a peripheral wall of the ground excavated with a form at a predetermined interval, filling a self-hardening filler between the form and the peripheral wall, A shield excavator for lining an inner surface of the peripheral wall, wherein a self-hardening filler filling space portion is provided between the peripheral wall and the formwork on an inner peripheral surface side of a skin plate of the shield excavator. The self-hardening filler filling space portion is configured to include a self-hardening filler injecting portion and a piston chamber separated from each other in a circumferential direction of the skin plate, and the piston chamber Inside, a pushing piston which is slidable in both front and rear directions and is driven by a pressure holding jack fixed to the skin plate side is arranged. Inside the self-hardening filler injection part, a self-hardening filler is provided. Filling material injection Shield excavator, characterized in that the tubes are arranged. 2. The shield excavator according to claim 1, wherein the self-hardening filler filling space is formed between the skin plate and an inner cylinder disposed inside a tail portion of the skin plate. Wherein the self-hardening filler injection section and the piston chamber are separated in a circumferential direction of the skin plate by a plurality of partitions connecting the skin plate and the inner cylinder. Machine. 3. The shield excavator according to claim 1, wherein said piston chamber is formed by integrally fixing a cylinder member forming an inner wall surface of said piston chamber to an inner peripheral surface of said skin plate. And a space between the piston chambers adjacent to each other is the self-hardening filler injecting section. 4. The shield excavator according to claim 1, wherein the self-hardening filler injection pipe is fixed to the skin plate. . 5. Excavating the ground with a cutter at the tip of a shield excavator and covering a peripheral wall of the excavated ground with a form at a predetermined interval, and a self-hardening filler material between the form and the peripheral wall. And a tunnel lining method using a shield excavator for lining the inner surface of the peripheral wall, wherein the shield excavator is provided between the peripheral wall and the formwork on the inner peripheral surface side of a skin plate. A self-hardening filler filling space portion is formed so as to face the space, and a self-hardening filler injecting portion and a piston chamber are formed in the self-hardening filler filling space portion. Using an extrusion piston that is slidable in both directions, a self-hardening filler injection pipe is arranged inside the self-hardening filler injection part, and the self-hardening filler injection pipe is placed on the skin plate side. Fixed to When excavating the tunnel, moving the extrusion piston backward to pressurize the self-hardening filler injected from the self-hardening filler injection pipe into the space between the peripheral wall and the formwork. A tunnel lining method using a shield excavator, wherein the self-hardening filler injection pipe and the skin plate are integrally advanced.