JPH0684720B2 - How to build a concrete lining in the ground - Google Patents

Description

The present invention relates to a method for constructing a concrete lining body in the ground.

(Prior Art and Problems Thereof) Conventionally, when constructing a horizontal shaft or a shaft in the ground, as shown in FIG. 7, for example, inside the shield cylinder 101 behind the shield machine 100 that digs into the ground, Usually, an arc-shaped segment 102, which is made of concrete or steel, is assembled and formed into a cylindrical shape.
In FIG. 2, the reaction force of the thrust of the shield jack 103 provided in the shield machine 100 is taken, the face in front of the shield machine 100 is dug out, and the shield machine 100 is advanced while discharging the excavated soil.

Then, the gap between the tubular body 102 and the excavation side pit (tail void) 1
04, for example, is filled with backfill injection material through a grout hole 105 provided in advance in the segment.

However, the tubular body 102 used in this method is required to have a high surface finish in terms of adhesion with the tail seal of the shield machine 100 and prevention of damage to the tail seal, and from the joint portion of the tubular body 102. In order to prevent water leakage, the surface of the tail seal mounting portion and the joint portion had to be highly accurate, which made the manufacturing cost very expensive.

However, it is difficult to completely prevent the breakage of the tail seal and the leakage of water from the segment joint even with the above-mentioned configuration, which hinders the intended purpose of the shaft pit, for example, for power communication or subway. There was a problem.

Therefore, there is another conventional example in which the above problems are improved, but in this example, as shown in FIG.
The annular body 202 is arranged between the inside of the rear part of the shield outer cylinder 201 and the cylindrical body 203.

Then, the annular body 202 is connected to the adjustment jack 208 fixed to the shield machine 200, and penetrates the annular body 202, and the outer peripheral surface of the tubular body 203 and the inner peripheral surface of the excavated horizontal shaft 204. A concrete pumping pipe 206 for placing concrete in the gap 205 is arranged.

In this configuration, in accordance with the excavation of the shield machine 200, fresh concrete is pressure-fed from the pressure pipe 206 into the gap 205 between the horizontal shaft 204 and the tubular body 203 formed by the shield machine 200, and the gap 205 is completely filled. Thus, the tubular concrete lining body 207 is formed, and the side shaft 204 is built.

However, since the gap 205 is narrow in this method,
When a reinforcing material such as a reinforcing bar is not arranged or a small amount of reinforcing material cannot be arranged and the underground pressure acts on the cylindrical concrete lining body 207, it may not be able to respond and may be destroyed.

In order to deal with this, special steel fibers and the like may be mixed into the same concrete, but the steel fibers and the like are expensive, and the fiber-mixed concrete has low strength and is weak and weak on the ground. There is a problem that is.

(Means for Solving Problems) The present invention is intended to solve these problems, and an object thereof is to cover a shaft, a shaft, etc. in the ground by It is an object of the present invention to provide a method of constructing a lining body that has sufficient reliability as a permanent structure by using a concrete lining body that can sufficiently resist earth pressure and water pressure and has good workability.

That is, the present invention, in order to achieve the above object, in the pit formed in the ground, penetrating the inner and outer surfaces, the filler is as large as possible within the allowable range, and the segment and the filling A cylindrical body is formed by connecting segments that have a through hole with good integration and that are made of a steel plate and that are formed in a roughly crank-shaped or substantially corrugated concavo-convex shape, and the inside of this segment cylindrical body A concrete lining body is constructed by forming a formwork into a cylindrical shape with a gap secured in the space and pressurizing and filling the filling material into the gap formed on the inner and outer surfaces of the segment through a passage hole provided in the segment. The concrete lining body is constructed in the ground.

(Operation) Inside the pit formed in the ground, the segment is assembled into a tubular ring shape, the form is arranged inside the segment, and the filling is pressed into the gap formed on the inner and outer surfaces of the segment through the filling injection means. A concrete lining body is constructed by filling it into the ground.The segment is made of steel and has a substantially crank shape or a substantially corrugated shape, and as many holes as possible are made within the allowable range. Formed, the segment and the filling material have an extremely good integrity, which brings various advantages and has sufficient reliability as a permanent structure after completion of the lining body.

Further, the segments are made of steel, and the strength can be increased and the weight can be reduced by forming a crank or corrugated cross-sectional shape, which improves transportability and assembling.

Furthermore, the conventional tail seal is not required, which makes the segment easy to manufacture and economical.

(Example) Hereinafter, the present invention will be described with reference to the drawings.

1 to 3 show a first embodiment of the present invention, in which, in FIG. 1, 1 is a shield,
The shield 1 is made of, for example, a steel plate, has a tubular shape, and is provided with a shield tube 2 having a partition wall 2a formed in the front portion.

Then, a cutter rotating shaft 5 is penetrated through a bearing 4 provided in the center of the partition wall 2a, and a rotary cutter 6 for excavating a face is provided at the front end of the cutter rotating shaft 5 in a forward and reverse direction. It is rotatably installed.

The rear side of the cutter rotation shaft 5 is connected to a drive motor via a rotation transmission mechanism, which is not particularly shown, and thereby the cutter rotation shaft 5 and thus the rotary cutter 6 are driven to rotate.

Further, 2b is a shield rear cylinder behind the shield cylinder 2, and 7 is an earth removing device having a front end connected below the partition wall 2a, for example, a screw conveyor, and the earth and sand of the cutting face cut by the rotary cutter 6 are Facet chamber 8 as shield 1 progresses
Then, it is discharged to the inside of the mine through the earth discharging device 7.

Further, reference numeral 15 is a cylindrical formwork which is successively added as the shield 1 advances. Also, 9a is the inner peripheral surface of the ground G and the formwork
It is a cylindrical concrete lining body provided between the outer peripheral side of 15 and this concrete lining body 9a is mainly composed of a segment 9 described later.

Reference numeral b is a tail void formed by the movement of the shield tube 2.

That is, the segment 9 forms a main member of the concrete lining body 9a, is assembled in the inner portion of the shield rear tube 2b, and has a gap formed on the inner and outer surfaces of the segment 9 and a passage hole 10 provided in the segment 9. The filling material m is injected like concrete through an injection pipe 14a provided with a filling material injection valve 14 having a formwork 15 penetrating therethrough.

On the face side of the segment 9, a suitable number of box-out molds 12 to be described later are provided in a tubular annular gap between the inside of the shield tube 2 and the segment 9, and the box-out molds 12 are formed later in the construction process. It is removed to form the box removing part 12a.

Further, 11 is a cylindrical annular pusher ring provided in front of the segment 9, and this pusher ring 11 forms an inner surface of the shield rear cylinder 2b and an outer surface of the mold 15 to prevent leakage of the injected filler. Between them, a seal 13 is attached to form a watertight seal.

Furthermore, an appropriate number of expandable and contractible jacks 3a are provided between the front of the pusher ring 11 and the partition wall 2a.
3a extends so that the pusher ring 11 is appropriately held as the shield 1 advances.

Further, the mold 15 is assembled by abutting against the inner side of the pusher ring 11 so as to form a tubular annular gap inside the segment 9, and the jack 3b is interposed between the mold 15 and the partition wall 2a via the spacer 15a. And the jack 3b extends so as to obtain a reaction force (thrust) at the time of excavation.

Further, the mold 15 is provided with a valve 14, and the injection pipe 14a is detachable from the mold 15.

FIG. 2 is a perspective view of the steel segment 9 used in the present invention.

This segment 9 is made of reinforced concrete (bar steel)
Basically, it has a different personality from the perforated steel sheet used in place of the one that can produce the ability only by being combined with concrete.

That is, the segment 9 used in the present invention is not only a permanent structure including only the segment 9, but has sufficient strength against earth pressure and water pressure in design.

Further, in this embodiment, it is formed in a substantially crank shape, has a cross-sectional shape that is as lightweight as possible, and is formed to be the most advantageous in design, and is prepared in advance in a factory.

Further, when the filling m is filled under pressure, a proper number of passage holes 10 having a size suitable for the flow of the filling m are provided in the segment 9 within a range that does not cause deterioration in strength.

The passage hole 10 enables the high-quality filling of the filling material m under pressure, is integrated with the segment 9, and promptly copes with the ground subsidence and the prevention of water leakage. A large number is also preferable.

Next, a method for constructing a concrete lining body using the segment 9 used in the present invention will be described with reference to FIGS. 3 (a) to 3 (6).

(1) First, the inner gap between the N-1th segment (9-1) and the natural ground G, the passage hole 10 and the segment (9-
If it is assumed that the filler m is already pressure-filled in the gap between the cylindrical body of 1) and the mold 15 and is cured, the N-th segment (9-2) is changed to the N-1-th segment. Segment (9
-1) is abutted in the longitudinal direction of the tunnel, and similarly welded in the tubular circumferential direction of the segment (9-2),
Connect by using means such as bolting.

Although not shown, the segment 9 is assembled by, for example, an erector or the like, and on the face side of the assembled N-th segment (9-2), the annular gap between the segment (9-2) and the shield tube 2 is formed. In this case, an appropriate number of box-out molds 12 are provided, and this portion is not yet filled with the filling material m under pressure (see FIG. 3 (1)).

(2) Next, the valve 14 is opened and the filling m is passed through the injection pipe 14a to the inside gap between the N-th segment (9-2) and the shield cylinder 2, the passage hole 10 and the segment (9-2). After filling the tubular annular gap with the formwork 15, such filling work is first performed before excavation (see FIG. 2 (2)).

It should be noted that when the filler m is pressurized and filled in the gap as described above, the air in the gap is compressed. Therefore, although not shown, an openable / closable air hole as an air escape hole is provided.
Formed in 11.

(3) When the jack 3b is extended to perform excavation while the pressure filling of the filling material m is continued, the shield rear cylinder 2b moves to the face of the face (in the direction of the arrow), and the tail void b is generated behind it. Since the filling m from the pipe 14a is quickly filled, no gap is generated between the natural ground G and the Nth segment (9-2), and the natural ground G and the segment (9-
It can be pressurized and filled without contacting with 2), and the lining body can be completed almost at the same time as the excavation (see FIG. 3 (3)).

Note that, along with the extension of the jack 3b, the jack 3a is also extended.

(4) Face the shield rear cylinder 2b to the face (arrow direction) until the rear end of the shield rear cylinder 2b and the rear end of the box-pulling mold 12 coincide with each other.
And at the same time as that, the valve 14 is closed and the filling m
The pressure filling of (3) is completed (see Fig. (4)).

It should be noted that the box-out portion 12a, which is a jointing portion of the filling m, is formed by three surfaces of the wrap portion 12a ₁ , the front stage portion 12a ₂ and the rear end portion 12a ₃ , and the filling material m press-fitted presses each other. It has the effect of preventing water leakage from the natural ground G.

That is, in the conventional construction method, the splicing part has three crank-shaped surfaces, compared to a simple one surface that extends linearly in the vertical direction, and in particular, the lap portion 12a _{1 in the} horizontal plane has its length adjusted as necessary. It is possible.

Since the filling material m made of high-quality concrete that has been strongly pressure-filled is crimped to the joint surface consisting of three sides, the waterproof capacity is simpler in terms of joint surface accuracy, water leakage prevention seal, etc. compared to the conventional method. You can

The part from which the box removing mold 12 is removed serves as a passage for the filling m, and the filling m can be immediately pressurized and filled in the tail void b near the box removing part 12a generated when the shield rear cylinder 2b moves. As mentioned in (2), there is no room for a gap. Therefore, the pit will not be destroyed.

(5) Next, after the pressure-filled filler m is cured, the jacks 3a and 3b are contracted, the tubular annular pusher ring 11 is removed, and the inside of the shield rear tube 2b and the N-th segment (9- The box-extracting mold 12 provided in an appropriate number in the tubular annular portion between and 2) is removed (see FIG. 5 (5)).

(6) After that, the box removing mold 12 is removed, the next (N + 1) th segment (9-3) is assembled and extended, the mold 15 is incorporated, and the jacks 3a and 3b are set again.

At this time, it is preferable that the filling material m at the rearmost portion is filled under pressure, and after the filling material m around the segment 9 is cured, the mold 15 is removed and the mold 15 is transported forward and used again. .

Hereinafter, the above procedures (2) to (6) may be repeated.

In the above, when the shield 1 is moved forward, the inner and outer surfaces of the segment 9 preassembled in the shield cylinder 2 and the passage hole 10 are dug while the filler m is being pressure-filled, but between the shield cylinder 2 and the segment 9. Since a conventional tail seal that is in sliding contact with the outer surface of the segment is not required, the finishing accuracy and smoothness of the surface of the segment 9 are not required.

In order to prevent the filling material from flowing into the shield tube 2 when the filling material m is filled under pressure, a pusher ring 11 with a seal 13 is used to prevent it.

In addition, in the construction method using this segment, the reaction force (thrust) at the time of excavation is not applied to this segment but to the formwork 15, so it is not necessary to reinforce the vertical ribs compared with the conventional segments 102 and 203. Even if it is reinforced, the amount is very small, and the weight can be reduced as much as possible.

FIG. 4 shows a comparison between the conventional lining body and the lining body of the present invention.

Conventionally, as shown in FIG. 1A, a gap 205 is formed between the outer peripheral surface of the cylindrical segment 203 and the inner peripheral surface of the excavated horizontal shaft 204 from the ground G toward the inner periphery of the lining body. The backfill material is poured, and the secondary rolled concrete 207 'is poured through the cylindrical segment 203.

In this conventional tubular body 203 composed of segments such as concrete, steel, and ductile, the backing material 205 is injected, but all of them are in direct contact with the ground G, which prevents water leakage. The segment 203 itself opposes and it is difficult to completely prevent water leakage, and it has not yet gained the trust not only during construction but also as a permanent structure after completion of the lining body.

This is proved by the fact that the secondary wound concrete 207 'is provided in a separate process after the segment is assembled, while the segment 203 itself has a strength enough to withstand earth pressure, water pressure, etc. by design.

In this case, the secondary rolled concrete 207 ′ may be anxious about the waterproofness and the unification with the secondary rolled concrete 207 ′.
The thickness is usually about 1 to 1.5 times the segment thickness.

Therefore, the wall thickness of the completed lining body is increased by the thickness of the thick secondary winding concrete 207 ', and it is necessary to set the drilling hole diameter in consideration of this.

On the other hand, as shown in FIG. 4 (2), since the perforated segment 9 is used, a filling material m such as high-quality concrete that is strongly press-fitted through this hole is filled and crimped on both sides of the segment 9, In addition, since the segment 9 has a substantially crank shape, the adhesion area with concrete is large,
Firmly integrates the entire lining body.

Therefore, it is also excellent in waterproofness and strength, the secondary winding concrete 207 'in the conventional shield construction method is unnecessary, and the thickness of the concrete of the portion corresponding to the secondary winding is the corrosion prevention of the segment 9 and the hole diameter. Only the accuracy correction fee is enough and it is enough thin.

Therefore, the wall thickness of the finished lining body is smaller than that of the conventional shield.
It can be as thin as 20-30%.

Therefore, since the diameter of the excavation hole in the tunnel etc. may be smaller accordingly, excavation work is easier than the conventional construction method, and workability,
It has a great economic advantage.

Note that, as shown in FIG. 4, this is an example of a comparative study of the total lining thickness in the horizontal shaft 204 having the same diameter, and can be made extremely thinner than the conventional one.

FIG. 5 shows a second embodiment of the present invention. In this embodiment, as shown in FIG. 1 (1), the steel segment 16 is not in the crank shape as in the above-mentioned embodiment, but in the corrugated pipe. It is characterized in that it has a shape close to a wavy shape such as.

As a result, the passage hole 10 having an appropriate shape is also formed at an appropriate location of the segment 16.

FIG. 2 (2) shows a construction method using the segment 16 described above. Since the construction method itself is substantially the same as that of the first embodiment, the corresponding portions are designated by the same reference numerals to avoid duplication of the description. Detailed description is omitted.

FIG. 6 is a third embodiment of the present invention and shows a modification of the segment used in the second embodiment.

As shown in FIG. 1A, in the segment 17 of this embodiment, in the illustrated state, the upper corrugated portion 17a and the lower corrugated portion 17b are opposite to each other and face each other. The valley portion 17c is joined.

In addition, a passing hole 18 having a size of an appropriate shape is formed at an appropriate position, and both ends are connected to form a connecting portion 17d with another segment 17, thereby improving the strength. It has features.

The passage hole 18 is formed near the valley portion 17c and the connecting portion 17d, and the connecting portions 17d and 17d of the other segment 17 to be connected are formed.
It can also be used when bolting each other.

Further, it goes without saying that the connection with the corrugated portions 17a, 17b may be performed by welding or bolting.

FIG. 2 (2) partially shows the main part of the construction method using the above-mentioned segment, and the construction procedure, work, etc. are substantially the same as those in the above-mentioned embodiment.

(Effect of the invention) As described above, according to the present invention, a pit formed in the ground penetrates the inner and outer surfaces, the filler can pass therethrough, and the filler is as large as possible within the allowable range, and the segment and the filler are filled. A cylindrical body is formed by connecting segments that are formed of steel plates and that have a substantially crank shape or a substantially corrugated shape and that have a through hole with good integration with an object, A mold is formed in a tubular shape with a gap inside the body, and the filling is pressure-filled through the passage holes provided in the segment into the gap formed on the inner and outer surfaces of the segment to form a concrete lining body. Since the concrete lining body is constructed in the ground, which is characterized by construction, (a) the above-mentioned segment used has sufficient strength to withstand external forces such as earth pressure and water pressure when assembled by itself. And recent shield work It is suitable for use in the cast-in-place concrete method demanded by the company, and since the reaction force at the time of excavation is taken by the mold for press-fitting and placing the filling material, reinforcement of vertical ribs, etc. is made compared to the segment used conventionally. Is not necessary, or very little even if reinforced.

(A) Since the diameter of the through holes for the filler formed in the segment is large and the number can be increased within the design allowable range, the filling of the filler with pressure can be facilitated, and the filler and the segment can be separated from each other. Can be integrated reliably, and the segment does not touch the ground even once from the construction process to the completion, and the segment is surrounded by the filling material that is pressure-filled and protected, and has excellent water-stopping property. Therefore, there is sufficient reliability as a permanent structure after the lining body is completed.

(C) As described in (A) above, since the filler and the segment are well integrated, there is no need to use the conventional shield construction method.
As with so-called in-situ pouring method, the lining body is completed almost at the same time as excavation, and the shield cylinder moves while the filling material is being pressure-filled, so no gap between the segment and the ground is generated. Therefore, ground subsidence can be prevented.

(D) Also, in the part corresponding to the secondary winding of the conventional method, both sides of the segment are pressed and filled at the same time through the passage hole to completely integrate, so the corrosion of the segment is prevented and the accuracy of the hole diameter is corrected. Since it is sufficient to consider only the cost, etc., it does not require a thickness greater than the segment thickness of the conventional secondary winding, the overall thickness of the lining can be made extremely thin, and the drilling hole diameter of tunnels etc. can be small. With the construction method, the cylinder diameter can be reduced, which facilitates excavation work and is economical.

(E) The used segment has a large diameter and a large number of through holes as far as the design allows, so it is much lighter than the conventional segment, and it is easy to carry and assemble. The efficiency can be improved and the total construction cost can be suppressed.

(F) In addition, unlike the conventional shield construction method, the tail seal provided on the shield cylinder and the segment are not in contact with each other to prevent water leakage and sediment outflow. Advanced finishing is unnecessary, and since there is no need to consider water leakage in this segment, the sealing of the joint surface can be simplified,
Naturally, no high-level surface finishing is required, and the manufacturing cost can be significantly reduced.

And so on.

In each of the above embodiments, an example of constructing a horizontal shaft in the ground is shown, but it can be sufficiently used not only for horizontal shafts but also for lining in vertical shafts, and in this case, the same action and effect can be obtained. .

It is needless to say that the cross section of the pit formed in the ground is not limited to a circular shape, but is not particularly limited to an elliptical shape, a square shape, a horseshoe shape, and the like.

Furthermore, the present invention does not necessarily have to be constructed by a shield construction method as a pit formed in the ground, and can be used as a tunnel lining method that can be replaced with the NATM construction method used in, for example, mountain tunnels as well. It is a thing.

Further, the tubular body in the present invention includes not only a shape whose cross section is completely closed but also a shape where a part of the cross section is cut off, for example, an arch-shaped shield construction method such as a so-called roof shield. It can also be used for.

[Brief description of drawings]

1 to 3 show a first embodiment of the present invention.
The figure is a longitudinal sectional view, FIG. 2 is a perspective view of a crank-shaped segment, FIGS. 3 (1) to 3 (6) are explanatory views of a construction method, and FIGS. 4 (1) and 4 (2) are conventional examples and a book. A comparative cross-sectional view with a concrete lining body of the invention, FIGS. 5 (1) and 5 (2) show a second embodiment of the present invention, and FIG. 1 (1) is a perspective view of a corrugated segment, and FIG. 2) is a diagram showing one step of a construction method for constructing a concrete lining body using the same segment, 6th
3 (1) and 3 (2) show a third embodiment of the present invention, FIG. 1 (1) is a perspective view of a segment, and FIG. 2 (2) is a construction for constructing a concrete lining body using the above segment. FIG. 7, FIG. 7 and FIG. 8 showing one step of the method are conventional examples. 1 ... Shield, 2 ... Shield cylinder 2a ... Partition wall, 2b ... Shield rear cylinder 3a, 3b ... Jack, 4 ... Bearing 5 ... Cutter rotating shaft, 6 ... Rotating cutter 7 ... Earth removal device , 8 …… face chamber 9 …… segment, 9a …… concrete lining 10 …… through hole, 11 …… pusher ring 12 …… box removal form, 12a …… box removal section 13 …… seal, 14 …… Valve 14a …… Injection pipe, 15 …… Form 15a …… Spacer, 16,17 …… Segment 17a …… Upper corrugation, 17b …… Lower corrugation 17c …… Valley, 17d …… Connection 18: Passing hole, b: Tail void m: Filling material, G: Ground.

Claims (1)

[Claims] 1. A through hole that penetrates the inner and outer surfaces of a pit formed in the ground, allows the filling to pass therethrough, is as large as possible within an allowable range, and has good segment-filling integrity. And a segment formed of a mineral plate and formed in a substantially crank shape or a substantially corrugated shape is connected to form a tubular body, and a gap is secured inside the segment tubular body. Underground, characterized in that the formwork is formed into a tubular shape, and a filling material is pressure-filled into the gap formed on the inner and outer surfaces of the segment through a passage hole provided in the segment to construct a concrete lining body. How to build a concrete lining body in.