JP2000120395A - Water-stopping structure of shield tunnel and construction method thereof - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a water-stopping structure of a shield tunnel and the construction method thereof capable of enhancing the water-stopping performance. SOLUTION: This water-stopping structure of a shield tunnel arranged with a water-stopping plate 44 on the outer circumferential side of a main side frame 41 is constituted in such a way that the water-stopping plate 44 is positioned to be perpendicular to the joining surface of self-hardening filler C. On the inner circumferential surface of the tunnel covering wall W, recessed-groove shaped crack inducible joints 58 are formed, and the crack inducible joints 58 are formed by auxiliary side frames 42.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a watertight structure of a shield tunnel suitable for use in constructing a shield tunnel employing a self-hardening filler such as concrete or mortar, and a method of constructing 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. In recent years, instead of using segments, assembling a formwork behind the shield machine and casting concrete as self-hardening material directly between the formwork and the ground to fill the lining wall Forming, the so-called ECL method (Extruded Concrete Lining Metho
Development of d) is also underway.

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). It must be able to withstand the ground pressure even with uncured concrete immediately after casting. In particular, when the ECL method is applied to a ground with a high groundwater pressure, a measure for securing sufficient waterproofness by uncured concrete is indispensable. 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. (Japanese Patent Application Laid-Open No. Hei 4-161599, Japanese Patent Application No. 9-332138, etc.).

FIGS. 11 and 12 show Japanese Patent Application Laid-Open No. 4-161.
No. 599, and shows an example of a shield excavator S used when performing the lining method.
This involves excavating the ground J by the cutter device 2 provided at the tip of the skin plate 1, arranging the reinforcing bar 3 on the rear side of the skin plate 1, and assembling the formwork 4 so as to cover it. The tunnel lining wall W is formed by casting concrete between the form 4 and the ground J while filling the concrete between the form 4 and the ground J while taking a reaction force from the form 4 and digging with the propulsion jack 5. . 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. Code 7
Is a concrete pump, 8 is a concrete casting pipe connected to the formwork 4, and 9 is a shutter provided at the connection between them.

[0005] In this shield excavator S,
As shown in FIGS. 11 and 12, an inner cylinder 10 is arranged inside the tail portion of the skin plate 1 and a plurality of concrete piston chambers 11 are provided therebetween, and an extruding piston 12 is shielded in the concrete piston chambers 11. While slidably arranged in the axial direction of the excavator S,
A pressure holding jack 13 for driving the extrusion piston 12 is provided, a casting hole 14 is provided, and a concrete casting pipe 15 is connected thereto. Then, while the concrete is being poured through the casting hole 14, the extruding piston 12 is pushed out by the pressure holding jack 13 to press the poured concrete, and the poured concrete pressure Po is higher than the ground pressure Pj. I keep it.

[0006] The concrete placing procedure by the shield excavator S will be described in more detail with reference to Figs. FIG. 13 shows that a new reinforcing bar 3 is provided in front of the part where the concrete placement has been completed (this is referred to as “preceding placement part”).
And a state where the mold 4 is assembled. In this state, since the extrusion piston 12 presses the poured concrete as described above, the concrete pressure Po is kept higher than the ground pressure Pj, and therefore, infiltration of groundwater is prevented.

Next, as shown in FIG. 14, concrete is cast into the foremost formwork 4 from the state shown in FIG. 13 through the casting pipe 8, and this portion (this is referred to as a "subsequent casting portion"). )
When the concrete pressure Pr at the time when the concrete pressure Pr becomes equal to or slightly higher than the concrete pressure Po that has been previously cast, the shutter 9 of the casting pipe 8 is closed, and the preceding auxiliary wife frame 6b is lowered to advance the succeeding casting part. It communicates with the casting part. 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.

[0008] Subsequently, as shown in FIG.
Concrete is poured into the concrete piston chamber 11 through the hole. At this time, the push-out piston 12 is constantly pushed rearward (rightward in the figure) by the pressure holding jack 13 (see FIGS. 11 and 12), but also gradually advances (moves leftward in the figure) by defeating the concrete placing pressure. The concrete pressure Po is thereby maintained. After that, the propulsion jack 5 is operated to excavate the shield excavator S, and then the propulsion jack 5 is pulled back to reassemble the reinforcing bar 3 and assemble the formwork 4, and repeat the above procedure to perform excavation. .

In the above method, the pressure holding jack 1
The concrete pressure Po is always kept higher than the ground pressure Pj by pressing the poured concrete with the extrusion piston 3 and the extruding piston 12, so that even the ground J with a high groundwater pressure can prevent infiltration of groundwater during concrete placement. Therefore, the ECL method can be adopted for such a mountain J.

[0010]

However, the conventional method as described above still has the following problems. That is, in the above method, FIG.
As shown in FIG. 14, concrete is poured into the foremost formwork 4 from the state shown in FIG.
b is lowered to allow the subsequent casting portion to communicate with the preceding casting portion. In this way, by casting the concrete of the next ring before the previously cast concrete is hardened, the two cast concretes are integrated. As a result, the lining concrete is made into a continuous body having no joint surface, and thereby the water stopping property is ensured. However, for example, on construction holidays, the concrete cast earlier hardens completely,
It will not be integrated with the concrete to be cast in the first step after the holidays, and a joint surface will be formed here, and there is a risk of water leakage from this part. Security was required.

[0011] In addition, the lining wall continuously formed by continuously pouring the concrete shrinks as the curing heat of the concrete gradually decreases, and as a result, the lining wall is formed on the lining wall. Cracks may occur. In particular, when the surrounding ground is solid, the outer peripheral surface side of the lining wall is constrained by the surrounding ground, so that cracks due to shrinkage tend to occur. Since it is difficult to specify the location of such a crack, it is also difficult to deal with water leakage from this location.

The present invention has been made in consideration of the above points, and has as its object to provide a water blocking structure for a shield tunnel and a method of constructing the water blocking structure, which can further improve the water stopping performance.

[0013]

The invention according to claim 1 is
The inner surface of the peripheral wall is filled with a self-hardening filler between the peripheral wall of the pit excavated on the ground by the shield excavator and the formwork assembled at an interval on the inner peripheral side of the peripheral wall. A water blocking structure of a shield tunnel having a lining configuration, wherein a joining surface of the self-hardening filler formed when filling the self-hardening filler is positioned orthogonal to the joint surface. It is characterized in that a water stop plate is provided.

[0014] By providing the water blocking plate orthogonal to the joint surface in this way, the waterproofness from the joint surface to the inside of the tunnel is ensured.

According to a second aspect of the present invention, in the water blocking structure of the shield tunnel according to the first aspect, an inner peripheral surface of a lining wall formed by hardening the self-hardening filler material includes: A crack-induced joint having a concave groove shape is formed at a position corresponding to the water stop plate.

As a result, when shrinkage or the like of the self-hardening filler at the time of curing occurs, stress due to shrinkage concentrates on the crack-inducing joint. As a result, when a crack occurs, a crack is induced at the crack-inducing joint.

According to a third aspect of the present invention, a peripheral wall of the excavated ground is covered with a form at a predetermined interval while excavating the ground with a cutter at the tip of a shield excavator. A tunnel lining method for filling the inner surface of the peripheral wall with a self-hardening filler therebetween, wherein the self-hardening filler injected and filled into a space between the peripheral wall and the formwork is added. While pressurizing with a pressure means, the shield excavator is configured to move forward, and when assembling the formwork, at the end of the formwork in the propulsion direction front side of the shield excavator,
A wedge frame that closes a gap between the mold and the inner peripheral surface of the shield excavator is provided, and a water stop plate positioned orthogonal to the wedge frame is fixed to an outer peripheral edge of the wedge frame by fixing means. It is characterized by keeping.

According to this, after filling the self-hardening filler in a state where the gap between the form and the inner peripheral surface of the shield excavator is closed by the end frame, the shield excavator is propelled and the front side of the end frame is Is filled with the self-hardening filler, so that the water stop plate is located on the joint surface of the self-hardening filler, and thus the water blocking structure of the shield tunnel according to claim 1 is realized. In addition, as fixing means, other than jigs such as hardware,
There is a method of bonding the water stop plate to the wife frame with an adhesive.

The invention according to claim 4 is the method for constructing a shield tunnel according to claim 3, wherein the water blocking plate is assembled in the space between the peripheral wall and the form by the fixing means. It is characterized by being fixed to a reinforcing bar.

The invention according to claim 5 is the invention according to claim 3 or 4.
The method for constructing a shield tunnel according to the above, wherein when assembling the formwork, a groove-shaped crack-inducing joint is formed on an inner peripheral surface of a lining wall formed by curing the self-hardening filler. For this reason, it is characterized by mounting a terrain molding frame.

This forms a crack-inducing joint,
The water blocking structure of the shield tunnel according to claim 2 is realized.

According to a sixth aspect of the present invention, there is provided the shield tunnel construction method according to the fifth aspect, wherein a cross section of the induction-shaped terrain forming frame extends from a base end on the form side to a tip side. It is characterized in that a tapered shape that gradually reduces in size is used.

[0023] With this, when removing the induced topography molding frame after the hardening of the self-hardening filler, it can be easily extracted from the hardened self-hardening filler.

The invention according to claim 7 is the invention according to claim 5 or 6.
The method for constructing a shield tunnel according to any one of the preceding claims, wherein the induced-eye terrain forming frame forms at least a part of the end frame.

This eliminates the necessity of separately providing an induction eye topography molding frame, and can simplify the structure of the mold.

[0026]

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a perspective view of a shield tunnel according to the present invention; FIG.

FIG. 1 is a diagram showing a main part of a shield excavator Sp used for realizing the present invention. This shield excavator Sp has basically the same configuration as the above-described conventional shield excavator S, and the same reference numerals are given to the components common to both of them.

That is, in FIG. 1, reference numeral 1 denotes a skin plate of a shield excavator Sp for excavating a tunnel (shield tunnel) T at a ground mountain J. Reference numeral 2 denotes a skin plate The cutter device for excavating the ground J is provided, and 3 denotes a reinforcing bar arranged 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 formwork 4 and the shield excavator S
The tunnel lining wall (lining wall) W is formed by casting and filling a self-hardening filler such as concrete or mortar between the pit excavated by p and the surrounding wall Tw.

Reference numeral 5 denotes a propulsion jack, which plays a role of advancing the shield excavator Sp by taking a reaction force from the formwork 4. 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. The shutter provided at the connection portion with
Each is shown.

The space between the skin plate 1 and the inner cylinder 10 arranged inside the tail portion is formed by the mold 4
A self-hardening filler-filled space portion 21 formed in communication with the space between the inner wall and the peripheral wall Tw. The self-hardening filler filling space 21 is divided into a self-hardening filler injecting part 23 and a piston chamber 24. Further, the self-hardening filler injection pipe 26 is provided in the self-hardening filler injection part 23 with the piston chamber 2.
4, a push piston (pressurizing means) 27 is separately arranged. The push-out piston 27 is configured to be slidable in both front and rear directions inside the piston chamber 24 and 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 connecting the self-hardening filler injecting section 2.
3 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.

An extruding piston 27 is disposed inside the piston chamber 24. The extruding piston 27 is pressed by a hydraulically driven pressure holding jack 28 in a direction parallel to the axis of the shield excavator Sp. Become.

FIG. 3 shows a section taken along the line II-II of the shield excavator Sp shown in FIG. As shown in the drawing, 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 sectional view taken along the line AA in FIG.
FIG. 7 is a side view of the shield excavator Sp seen from a direction orthogonal to the axial direction of the shield excavator Sp. As shown in the figure, a seal member 35 is disposed around the skin plate 1 side and the inner cylinder 10 side of the push-out piston 27. A pressure sensor 36, such as a strain gauge type earth pressure gauge, is provided on the tip end surface of the extrusion piston 27, that is, on a surface that directly presses the cast hardening filler, in order to detect the pressure of the self-hardening filler. Installed. Further, the pressure sensor 36 is connected to control means (not shown) for controlling the driving of the pressure holding jack 28, and the pressure of the self-hardening filler material pressed and pushed by the pushing piston 27 is detected every moment. And input to the control means (not shown). Then, the control means (not shown) automatically controls the drive oil pressure of the pressure holding jack 28 based on the set value and the program which are input in advance according to the pressure of the self-hardening filler input from the extrusion piston 27. It has become.

The main structure of the shield excavator Sp has been described above. Next, referring to FIGS.
A method for lining the tunnel T using the shield excavator Sp will be described. 5 to 9,
(A) is an enlarged view of the piston chamber 24 and its vicinity, and (b) is an enlarged view of the self-hardening filler injection part 23 and its vicinity.

First, as shown in FIG. 5, the reinforcing bar 3 is assembled inside the inner cylinder 10 and the formwork 4 is assembled inside the reinforcing bar 3.

Further, the end frame 40 for closing the space between the inner cylinder 10 and the formwork 4 is attached to the front end of the formwork 4 (the end on the forward side in the propulsion direction of the shield excavator Sp). As shown in FIG. 4, the end frame 40 is composed of a main end frame 41 buried in concrete and an auxiliary end frame (inducing joint forming means) 42 protruding and retracting with respect to the formwork 4. I have. Housewife frame 4
Numeral 1 is disposed such that one end thereof is close to the inner surface of the inner cylinder 10 and is buried in concrete.
The auxiliary wife frame 42 is provided so as to protrude from the inner peripheral surface side to the outer peripheral surface side of the mold frame 4, and closes a gap between the outer surfaces of the mold frame 4 formed on the other end side of the main wife frame 41. The cross-sectional shape is changed from the base end portion 42a on the outer peripheral surface side of the form 4 to the front end portion 42b.
Is formed in a tapered shape whose cross-sectional dimension gradually decreases.

Then, a ring-shaped water blocking plate 44 is fixed to the reinforcing bar 3 using a fixing member (fixing means) 45 so as to be close to the outer peripheral edge of the main wife frame 41 of the wife frame 40.
The water stop plate 44 has a predetermined length in the front-rear direction (the propulsion direction of the shield excavator Sp) (that is, it has a cylindrical shape positioned concentrically with the inner cylinder 10). It is arranged so that the outer peripheral edge of the main wife frame 41 is located in the middle part.

As shown in FIG. 6, the fixing member 45 is formed by integrally forming a fixing portion 46 for fixing to the reinforcing bar 3 and a holding portion 47 for holding the water blocking plate 44.
The fixing portion 46 includes a bracket 46a having a substantially C-shaped cross section.
And a bolt 46b screwed into a screw hole (not shown) formed in the bracket 46a.
Is fixed to the reinforcing bar 3 by screwing. The holding portion 47 is formed from a steel plate or the like, and has a base end portion 47a.
Are integrally fixed to the bracket 46a, are bent so as to form a substantially L-shaped cross section at the intermediate portion 47b, and the distal end portion 47c is bent back toward the bracket 46a. Thus, the holding portion 47 holds the water blocking plate 44 by sandwiching it between the intermediate portion 47b and the front end portion 47c. Such a fixing member 45
Are disposed at a plurality of locations in the circumferential direction of the ring-shaped water blocking plate 44, respectively, with the fixing portion 46 side positioned forward in the propulsion direction of the shield excavator Sp, and the tip portion 47 c of the holding portion 47.
It is fixed to the reinforcing bar 3 with its side positioned in the direction of propulsion.

As shown in FIG. 5, the propulsion jack 5 of the shield excavator Sp is brought into contact with the formwork 4,
The propulsion jack 5 can take a reaction force from the mold 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.
0 and the space 50 of the part surrounded by the wife frames 6, 6
Then, 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 a control means (not shown).

As shown in FIG. 8, when the setting of the self-hardening filler C into the space 50 is completed, the self-hardening filler injection pipe 26 arranged in the self-hardening filler injection part 23 is next. The self-hardening filler C is cast in the space between the peripheral wall Tw of the tunnel T and the formwork 4. At this time, the extruding piston 27 is always pressed backward (to the right in the drawing) by the pressure holding jack 28. However, when the self-hardening filler pressure Po rises due to the driving pressure of the self-hardening filler C, the control is performed. Means (not shown)
With this, the operation of the pressure holding jack 28 is controlled to gradually advance (move to the left in the figure), and the self-hardening filler pressure P
o shall be maintained at a predetermined value.

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 detected every moment by a pressure sensor 36 (see FIG. 4), and the operation of the pressure holding jack 28 is controlled by a control means (not shown) in accordance with the detected value, whereby the self-hardening filling pressure Po is obtained. While maintaining the material pressure Po at a predetermined value,
The self-hardening filler C is poured 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. At this time, although the water stop plate 44 is close to the inner peripheral surface of the inner cylinder 10 of the shield excavator Sp, since the water stop plate 44 is held by the reinforcing bar 3 by the plurality of fixing members 45, the shield excavation is performed. The position is not shifted by being dragged by the machine Sp. FIG.
As shown in (2), the holding portion 47 of the fixing member 45 has a shape like a sleigh because the tip end portion 47c is curved, so that the holding portion 47 with the inner cylinder 10 of the shield excavator Sp is formed. Friction can be minimized.

When the shield excavator Sp is excavated, the pressure holding jack 28 and the push-out piston 27 also move forward, so that the self-hardening filler pressure Po is reduced. 36, the self-hardening filler pressure Po detected instantaneously by the ground pressure PJ
The operation of the pressure holding jack 28 is controlled by a control means (not shown) in accordance with the detected value so that the pressure holding jack 28 is maintained at a larger value, and the pressure holding jack 28 is driven to extend.

As described above, when the shield excavator Sp is excavated, the extruding piston 27 is moved rearward to press the cast hardening filler material, while being fixed to the skin plate 1 side. The self-hardening filler injection tube 26 is moved integrally with the skin plate 1.
Thereby, the self-hardening filler injection pipe 26 can be used during tunnel excavation.
Does not move in the shield excavator Sp.

After the shield excavator Sp has been excavated in this way, the propulsion jack 5 is pulled back as shown in FIG.
As shown in FIG. 5, a new reinforcing bar 3 is arranged in a space between the propulsion jack 5 and the formwork 4 and the reinforcing bar 3, and the formwork 4 is assembled. Also in this case, the extruding piston 27 presses the cast hardening filler material by controlling the pressure holding jack 28 so that the pressure of the hardening filler material Po is always higher than the ground pressure PJ.

Then, after the poured self-hardening filler C has hardened, as shown in FIG.
Demolition and removal. Then, on the inner wall surface of the tunnel lining wall W formed by the hardening of the self-hardening filler material C, a groove-shaped crack-inducing joint 5 continuous in the circumferential direction is formed.
8 is formed by the auxiliary wife frame 42. The crack-inducing joint 58 has a tapered shape in which the cross-sectional dimension gradually decreases from the inner peripheral surface side of the tunnel lining wall W toward the outer peripheral side thereof, corresponding to the cross-sectional shape of the auxiliary wife frame 42. .

In the tunnel T constructed in this way,
The water blocking plate 4 is provided on the outer peripheral side of the main wife frame 41 arranged for each ring.
Since 4 is arranged, even when the self-hardening filler C previously cast has already hardened, such as after a holiday, the joint surface with the next self-hardening filler C to be cast is provided on A cylindrical water stop plate 44 positioned orthogonal to this will be buried,
Water stoppage at the joint surface is ensured.

Further, since the groove-induced crack-inducing joints 58 are formed on the inner peripheral surface of the tunnel lining wall W, the stress due to the shrinkage of the self-hardening filler material C at the time of hardening is concentrated here. Then, when a crack is generated, the crack is induced at the portion of the crack induction joint 58, and the crack is hardly generated in other portions. This crack extends from the crack-inducing joint 58 toward the main wife frame 41,
Since the water stop plate 44 is arranged on the outer peripheral edge of the main wife frame 41, water stop at the crack is ensured.

In this embodiment, the tunnel T is dug by repeating the above procedure.

In the above-described water-stop structure of the tunnel T and the construction method thereof, the water-stop plate 44 is arranged on the outer peripheral side of the main frame 41. The water stop plate 44 is located orthogonally, thereby preventing water from leaking from the joint surface into the inside of the tunnel.
Therefore, for example, even when the self-hardening filler C that has been previously placed is hardened, such as after a holiday, it is necessary to ensure the water stoppage at the joint surface with the self-hardening filler that is subsequently placed. And the water stopping property of the tunnel T can be increased. In addition, since only the water blocking plate 44 is newly provided, a high effect can be obtained with minimum labor and cost without causing a significant cost increase and complicated construction.

Further, the water blocking plate 44 is fixed to a fixing member 45.
And is fixed to the reinforcing bar 3. As a result, the water stop plate 44 is fixed, and the shield excavator Sp
Can be prevented from being displaced by being dragged when the vehicle is advanced. Moreover, the holding portion 47 of the fixing member 45
Has a tip-like portion 47c which is curved and has a shape like a sled, whereby the inner cylinder 1 of the shield excavator Sp is formed.
The friction with zero can be suppressed, and the water stop plate 44 can be more reliably fixed.

Further, on the inner peripheral surface of the tunnel lining wall W, a groove-like crack-inducing joint 58 is formed. As a result, cracks due to curing shrinkage or the like of the self-hardening filler C are induced at the crack-inducing joint 58, and cracks are less likely to occur in other portions. The crack extends from the crack-inducing joint 58 along the joint surface, but since the water stop plate 44 is arranged on the outer peripheral side, water leakage due to the crack can be prevented. It is possible to further enhance the water blocking property of the tunnel T.

Since the crack-inducing joint 58 is formed by the auxiliary wife frame 42, the auxiliary wife frame 42 is formed.
May have both the function of the wife frame and the function as a mold for forming the crack-inducing joint 58. Therefore, it is not necessary to separately provide a formwork for forming the crack-inducing joint 58, and the structure of the formwork can be simplified, the formwork cost can be minimized, and the efficiency of construction can be improved. be able to. Moreover, such an auxiliary wife frame 42 is configured to be attached to the mold frame 4, that is, since the auxiliary wife frame 42 and the mold frame 4 are separate bodies, the shape of the mold frame does not become complicated. , Can be manufactured at low cost. Also,
In order to form the crack-inducing joint 58, it is, of course, necessary to disassemble the auxiliary frame 42 after the self-hardening filler C is hardened. In other words, there is no need to disassemble the auxiliary wive frame 42 during the placement of the self-hardening filler material C, and it is possible to greatly reduce the work of construction.

Further, the auxiliary wife frame 42 has a base end 42.
The section is formed in a tapered shape whose cross section is gradually reduced from a toward the tip end portion 42b. Thereby, when removing the auxiliary wife frame 42 after the hardening of the self-hardening filler C, it can be easily pulled out from the hardened self-hardening filler C, and the crack-inducing joint 58 can be easily formed.

The configuration described in the above embodiment can be appropriately changed to another configuration without departing from the gist of the present invention. For example, in the above embodiment, the structure of the shield excavator Sp has been described.
The structure is not limited at all, and a shield excavator having another structure can be used as appropriate.

The water stop plate 44 is fixed to the reinforcing bar 3 by the fixing member 45.
However, as a fixing means of the water blocking plate 44, a member other than the fixing member 45 may be used. For example, a member having another structure may be used. Is also possible. Further, the water blocking plate 44 may be fixed to something other than the reinforcing bar 3, for example, the wife frame 40 or the like. Further, if the water stop plate 44 is sufficiently separated from the inner wall 10 of the shield excavator Sp, the fixing member 45 may have a simpler configuration or may have a configuration in which this is omitted.

The auxiliary wive frame 42 is used to form the crack-inducing joint 58. However, the shape is not limited to the above, and a shape that easily induces a crack, or that is easily pulled out during disassembly. Other shapes such as a shape that can be formed may be used. Further, it is also possible to adopt a configuration in which a mold for forming the crack-inducing joint 58 is provided separately from the auxiliary wife frame 42.

In the above-described embodiment, the crack-inducing joint 58 is formed at every ring, that is, at a position corresponding to all of the end frames 40. However, the interval is not limited to this, and is appropriately set. The configuration may be changed, or a configuration may not be formed at all if unnecessary. In the case where the crack-inducing joint 58 is not formed, Japanese Patent Application No.
As in the technique described in Japanese Patent No. 332138, the auxiliary wedge frame 42 may be removed during the filling with the self-hardening filler C and integrated with the self-hardening filler C previously placed. The water blocking plate 44 is also arranged at a position corresponding to all the end frames 40. However, in order to prevent water leakage from the joint surface, for example, only the ring portion formed in the final step before the holiday is closed. It is good also as composition which installs the water stoppage board 44.

In addition, in the above embodiment, the case of constructing a tunnel having a circular cross section is taken as an example. However, there is no intention to limit the configuration of the tunnel itself to be constructed. The technology of the present invention can also be applied to tunnels of other shapes, such as those having no reinforcement 3 and having no reinforcement, those having a rectangular cross section, and the like.

Other than this, any configuration may be adopted as long as it does not depart from the gist of the present invention, and it is needless to say that the above-described configurations may be appropriately selectively combined. No.

[0064]

As described above, according to the water blocking structure of the shield tunnel according to the first aspect, the inner surface of the peripheral wall is covered by filling the space between the mold and the peripheral wall with the self-hardening filler. As a waterproof structure of a shield tunnel, a waterproof plate positioned orthogonal to the joint surface of the self-hardening filler is provided. Thereby, the water stoppage from the joint surface to the inside of the tunnel is secured. Therefore, even when the self-hardening filler previously placed is hardened, for example, after a holiday, it is possible to secure the water stoppage at the joint surface with the self-hardening filler to be subsequently cast. It is possible to increase the waterproofness of the tunnel.

According to the water blocking structure of the shield tunnel according to the second aspect, a groove-shaped crack-inducing joint is formed on the inner peripheral surface side of the shield tunnel. As a result, when a crack is generated due to the hardening shrinkage of the self-hardening filler or the like, a crack is induced in a portion of the crack-inducing joint, and a crack is hardly generated in other portions. The crack extends from the crack-inducing joint along the joint surface, but since the water-stop plate is arranged on the outer peripheral side, the water-stop performance of the crack is ensured. . As a result, it is possible to prevent not only the joint surface but also water leakage due to shrinkage of the self-hardening filler due to curing, and it is possible to further improve the water stopping property of the tunnel.

According to the construction method of the shield tunnel according to the third aspect, the shield excavator is moved forward while the self-hardening filler material injected and filled into the space between the peripheral wall and the formwork is pressed by the pressing means. When assembling the formwork, the end frame on the forward side in the propulsion direction is provided with a wedge frame, and the water stop plate is fixed to the outer peripheral edge of the frame by fixing means. Thereby, the water blocking structure of the shield tunnel according to claim 1 can be realized, and a tunnel having high water blocking property can be constructed. In addition, since only a new water stop plate is provided, a high effect can be obtained with minimum labor and cost without causing a significant increase in cost and complicated construction.

According to the shield tunnel construction method of the fourth aspect, the water blocking plate is fixed to a reinforcing bar assembled in the space between the peripheral wall and the formwork. As a result, the water stop plate is fixed, and it is possible to prevent the shield excavator from being dragged when the shield excavator moves forward and shifting its position.

According to the construction method of the shield tunnel according to the fifth aspect, when assembling the formwork, in order to form the crack-induced joints in the form of the concave groove, the induced joint topography molding frame is attached. As a result, a crack-inducing joint is formed, and the water blocking structure of the shield tunnel according to claim 2 can be realized. In addition, by separately forming the formwork and the induced-eye topography molding form, the forms can be manufactured at low cost without complicating the shape of the formwork.

According to the construction method of the shield tunnel according to the sixth aspect, as the induction-shaped topographical molding frame, a frame whose cross section is gradually reduced from the base end toward the tip end is used. It has become. Thereby, when removing the induced joint topography molding frame after the hardening of the self-hardening filler, it can be easily pulled out from the hardened self-hardening filler, and the crack-inducing joint can be easily formed.

According to the construction method of the shield tunnel according to the seventh aspect, the induction eye topography molding frame constitutes at least a part of the end frame. With this, the wife frame,
It is possible to have both the original function of the wife frame and the function as a mold for forming crack-induced joints. Therefore, there is no need to separately provide a form for forming the induced topography, thereby simplifying the structure of the formwork, minimizing the cost of the formwork, and forming the crack-induced joint at the same time as the dismantling of the wife frame. The efficiency of construction can be improved. In addition, in order to form a crack-inducing joint, it is, of course, necessary to disassemble the indentation topography molding frame after the self-hardening filler has hardened. There is no need to dismantle, and the labor for construction can be greatly reduced.

[Brief description of the drawings]

FIG. 1 is a diagram showing an embodiment of a water blocking structure of a shield tunnel and a method of constructing the same according to the present invention, and is a side sectional view of a shield excavator used for constructing the shield tunnel.

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;

5A and 5B are side sectional views showing a procedure for constructing a tunnel using the shield excavator of the present invention, wherein FIG. 5A is a view showing the vicinity of a piston chamber in the shield excavator, and FIG.
It is a figure which shows the vicinity of the self-hardening filler injection | pouring part (BB sectional drawing in FIG. 3).

FIG. 6 is a side sectional view and a front sectional view showing a mounting structure of a water blocking plate used in the water blocking structure.

FIG. 7 is a side sectional view showing a procedure of constructing a tunnel using the shield excavator of the present invention, and is a view showing a state following FIG. 5;

FIG. 8 is a diagram showing a state following FIG. 7;

FIG. 9 is a diagram showing a state following FIG. 8;

FIG. 10 is a view following FIG. 9, showing a state where the mold is disassembled.

FIG. 11 is a side sectional view showing a shield excavator used for constructing a tunnel by using the ECL method, in order to show a conventional technique of the present invention.

FIG. 12 is a front view of the same.

FIG. 13 is a side sectional view showing a procedure for constructing a tunnel using the shield excavator.

FIG. 14 is a diagram showing a state following FIG. 13;

FIG. 15 is a diagram showing a state following FIG. 14;

[Explanation of symbols]

 3 Reinforcing Bar 4 Formwork 27 Extrusion Piston (Pressurizing Means) 40 Wife Frame 42 Auxiliary Wife Frame (Inducing Joint Forming Means) 44 Water Stop Plate 45 Fixing Member (Fixing Means) 50 Space 58 Crack Inducing Joint C Self-Hardening Filler Sp Shield Excavator T Tunnel (shield tunnel) Tw Surrounding wall W Tunnel lining wall (lining wall)

 ────────────────────────────────────────────────── ─── Continued on the front page (72) Inventor Atsushi Onoe 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation (72) Inventor Minoru 1-2-3 Shibaura, Minato-ku, Tokyo Shimizu Corporation Co., Ltd. (72) Inventor Fusao Kawakami Shimizu Construction, Inc. 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation (72) Inventor Shinji Seki 2-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation F term (reference) 2D055 BA01 BB01 BB03 DA03 JA00 LA02

Claims (7)

[Claims] A self-hardening filler is filled between a peripheral wall of a pit excavated on the ground by a shield excavator and a formwork assembled at an inner peripheral side of the peripheral wall at an interval. The water blocking structure of a shield tunnel in which the inner surface of the peripheral wall is lined, wherein the joining surface of the self-hardening filler formed when the self-hardening filler is filled includes the joining surface A water blocking structure for a shield tunnel, wherein a water blocking plate is provided at right angles to the structure. 2. The water blocking structure of a shield tunnel according to claim 1, wherein an inner peripheral surface of a lining wall formed by hardening of the self-hardening filler material corresponds to the water blocking plate. A groove-shaped crack-inducing joint is formed at the set position. 3. Excavating the ground with a cutter at the tip of a shield excavator, covering a peripheral wall of the excavated ground with a form at a predetermined interval, and filling a self-hardening filler between the form and the peripheral wall. And a tunnel lining method of lining the inner surface of the peripheral wall, wherein the self-hardening filler injected and filled into a space between the peripheral wall and the formwork is pressed by a pressing unit. The structure to advance the shield excavator, When assembling the form, at the end of the form in the propulsion direction forward side of the shield excavator, the form and the inner peripheral surface of the shield excavator The method of constructing a shield tunnel according to claim 1, further comprising the step of: providing a wife frame that closes the gap of (1), and fixing a water stop plate positioned orthogonal to the wife frame to a peripheral edge of the wife frame by a fixing means. 4. The method for constructing a shield tunnel according to claim 3, wherein the water blocking plate is fixed to a reinforcing bar assembled in a space between the peripheral wall and the formwork by the fixing means. Characteristic shield tunnel construction method. 5. The method for constructing a shield tunnel according to claim 3, wherein when assembling the formwork,
A method for constructing a shield tunnel, characterized by attaching an induced joint topography forming frame to form a concave groove-induced joint on the inner peripheral surface of a lining wall formed by curing of the self-hardening filler. . 6. The method for constructing a shield tunnel according to claim 5, wherein a cross section of the induction-shaped topographical molding frame has a tapered shape that gradually decreases from a base end on the form side toward a tip end side. A method for constructing a shield tunnel, characterized in that a shield tunnel is used. 7. The method for constructing a shield tunnel according to claim 5, wherein the induction-shaped topographical molding frame forms at least a part of the end frame.