JPH03244791A - Self-running direct concreting shield tunneling method and shield excavator - Google Patents

Abstract

PURPOSE:To prevent damaging quality of direct placed concrete by orderly placing concrete in the rear part of a shield excavator as a closed shield machine is self-run and pushed as a reaction force is exerted only on an outer peripheral natural ground. CONSTITUTION:Upon the starting of operation, a whole gripper 67c is thrust in a natural ground through grip opening parts h1 and h1' and a rack is pressed against a resistance force for engagement therebetween. The gripper 67c being a first arcuate plate piece is contracted, and an arcuate plate button is released to stretch a thrust jack J1 for the first arcuate plate piece by means of a resistance frame 6 serving as a reaction force. After excavation of an outer and an inner pipe is completed, a whole shield jack J3 is contracted to pull the resistance frame 6 to a front. After the shield excavator is self-run for excavation, concrete is placed. Through expansion of a concrete press jack J7, concrete is pressed through the medium of a spreader face plate.

Description

[Detailed Description of the Invention] [Field of Industrial Application] The present invention relates to a shield method used in civil engineering construction work, a shield excavator and a formwork device used in the method, and is suitable for the direct shield method. be.

[Conventional technology]

The direct shield method is E CL (Extruded
This method is called the concrete lining method, cast-in-place lining method, or direct lining method, and involves assembling an inner formwork for lining within the shield tail, pouring concrete into the void of the face, and pressing the concrete. The junk thrust of the shield is placed in the void behind the shield, and in addition to the concrete and inner formwork that have not yet been sufficiently hardened and cured, the shield is propelled by taking the reaction force from the concrete and formwork, parallel to the propulsion. This is to form the lining.

The direct shield construction method is a technology that is currently being developed with the goal of reducing construction costs and further rationalizing and making construction safer. At the ECL construction method research presentation, the direct shield construction method shown in Figure 16 was announced.

That is, the announced prior art is as shown in FIG.
The shield tunneling machine is a double-body type consisting of a front shell and a rear shell, and the shield tunneling machine is equipped with a shield jack, a press jack, and a reaction force transmission jack.

The construction flow is a repetition of excavation → concrete pouring → concrete pressing → curing, and the shield excavation mechanism takes reaction force from the rear formwork and concrete to propel it.

Concrete compaction is handled using conventional techniques using vibrators.

That is, compaction is performed using a rod vibrator or a formwork vibrator. The tail void is filled with concrete using pressure from a press.

Furthermore, as shown in FIGS. 17A and 17B, in the open type shield construction method, a means for making the shield excavator self-propelled has been developed. That is, FIG. 17A and FIG.
As shown in Figure 7B, multi-divided Metsu Cells are arranged around the outer periphery of the Metsu Cell frame, and each Metsu Cell is propelled one Metsu Cell in turn by each Metsu Cell jack, and the reaction force is generated by the frictional force against the ground on the outer circumferential surface of other Metsu Cells. When all Metsu cells are propelled a certain length by the Metsu cell jack,
By contracting all the Mensel jacks, the Mensel frame is moved forward, and this process is repeated to propel the shield tunneling machine.

In addition, as shown in Figure 18, in the case of tunnel construction in hard rocky ground, a slide rail is attached to the main beam axis, and the grid tube beam is moved along the rail by a slide cylinder. At the same time, a reaction force is applied to the ground by extending the jack built into the gripper beam, and the thrust cylinder is extended and propelled while the cutter head rotates and excavates, and after a certain length of propulsion, the jack is contracted. A construction method has also been put into practical use in which the gripper beam is slid forward by releasing the gripper reaction force and contracting the thrust cylinder, and this process is repeated to advance the excavation.

[Problem to be solved by the invention]

As shown in Figure 16, the shield excavation mechanism applies reaction force to the rear formwork and concrete, so time is required for the concrete to harden and cure, and the concrete is left for a certain period of time after pouring. Otherwise, digging will not be possible,
Furthermore, since the poured concrete is in contact with the ground, it takes a considerable amount of time for the concrete to harden due to the influence of groundwater.

In addition, as the ground environment changes as excavation progresses, it is difficult to set conditions for concrete composition such as strength, cracking, workability, placement strength, final curing strength, heat generation, etc., making construction management difficult. Met.

Therefore, with the current technology, although the development target targets the whole soil, it targets self-sustaining ground with a groundwater pressure of 2 to 4 kg/cd, and can only be applied to places with very little groundwater, and the target daily progress rate cannot be achieved. However, at the test construction stage, the rate is not more than 3m/day.

In addition, the self-propelled shield construction method shown in Figures 17A and 17B is an oven type, and it is necessary to excavate the Metsu cell blade opening by hand or mechanical digging before propelling the Metsu cell. Therefore, it can only be applied to a specific range of hard soil where groundwater does not gush out, and cannot be applied to closed type shield excavators.

In addition, the method shown in Figure 18 requires a strong gripper reaction force because it excavates through hard rock, so it cannot be used on sandy or silt ground, and is not suitable for soft ground. It cannot be used for construction methods that

The present invention solves all of the problems of the conventional construction methods by adding a self-propelling function to a sealed shield excavator.

[Means and effects for solving the problem] A closed type shield tunneling machine is made to move by itself by taking reaction force only from the ground around the entire outer periphery of the shield tunneling machine, and the shield tunneling machine is propelled and the rear part of the shield tunneling machine is reduced. In this method, the concrete is poured directly without being connected to the poured concrete.For example, as shown in Fig. 1B or Fig. 15, a resistance frame 6 is disposed inside the sealed shield excavator, and The propulsion jack J is in a state in which a large number of grippers 67c are protruded outward from the shield outer tube l over the entire circumference by the jack and plunged into the ground, that is, in a state where resistance is applied to the ground.

to propel the shield tunneling machine, and then gripper 6
7c inside the shield machine, the method is carried out by retracting the propulsion jack J3 to draw the resistance frame 6 forward inside the shield machine.

Therefore, the propulsion reaction force of the shield tunneling machine is applied only to the ground,
Since no reaction force is applied to the directly poured concrete at the rear of the shield excavator, there is no need to wait for the directly poured concrete to harden, and there is no adverse effect of pressure on the insufficient hardening of the concrete, so it can be used as designed. concrete with sufficient strength can be cast quickly without waiting for hardening time.

In addition, when concrete is poured while a water stop sheet is extended along the ground from the rear of the shield excavator to block groundwater from the ground, the adverse effects of groundwater on directly poured concrete can be prevented. Furthermore, when moisture is vacuum-suctioned from directly poured concrete using a vacuum concrete formwork device, the early strength and self-supporting properties of the concrete are accelerated, and high-quality concrete can be quickly achieved.

When carrying out the method of the present invention, for example, as shown in FIGS. 1A and 1B, a plurality of arc pieces 1a to 1f are mutually slid onto the entire outer circumference of the shield inner tube 2. If the arc pieces are arranged in a movable manner, and each arc piece is advanced one by one by taking up the reaction force against the ground, the frictional resistance of the arc pieces in a stationary state can be reduced even on soft ground. Sufficient reaction force for self-propulsion can be obtained.

In addition, when the main body of the shield tunneling machine is divided into a front body part A and a rear body part B, and the two are connected by a plurality of telescopic connecting means,
Not only is bending progress underground possible, but the transmission of mechanical vibrations, etc. of the front body part A to the directly cast concrete behind the rear body part B is reduced or prevented by the connecting means, and any adverse effects on the directly cast concrete are prevented. I can do it.

Furthermore, if a drill for digging is placed in the front of each arc piece, it can be self-propelled even in fairly hard soil.

In addition, a self-propelled sealed shield is equipped with a water-stop sheet enclosing device on the rear body part B, and vacuum suction means on the inner periphery of the rear body part, the surface of the spreader face plate for concrete filling, and the surface of the formwork. When directly driving with an excavator, the water stop sheet can be continuously supplied and the sheet can be supplied in contact with the inner periphery of the rear heel, and groundwater from the ground can be suitably blocked.
Moisture in directly poured concrete can be removed by suction, increasing the early strength and self-supporting properties of concrete, and increasing the daily progress of the shield excavator.

In addition, a vacuum space is formed by a skin plate with ventilation slits on the outer surface and a vacuum plate on the inner surface, and a porous ceramic layer or the like is formed on the surface of the skin plate.
Vacuum concrete formwork equipment, which has a porous layer that allows only water to pass through and connects the vacuum space to a vacuum pump via a water separation tank, can conveniently perform vacuum concrete pouring with good moisture absorption. In the direct pouring method of the invention, early strength and self-reliance can be improved, and early hardening and curing can be suitably achieved.

[Example] Example 1, (Figures 1A to 14C) The self-propelled sealed direct-hitting shield excavator used in the present invention is a pressurized mud type, the soil is a gravel layer, and the water pressure is 1.5 kg/ca.
l, maximum gravel diameter 150++ m+, active earth pressure 1.8 kg
/cTi, passive earth pressure of 2.6 kg/ctll, and shield outer diameter of 3 m.

The general structure of the shield tunneling machine is divided into two parts: a front body and a rear body, and the front body has six arched pieces equipped with a drill for self-propulsion that wrap around the shield tunneling machine's inner tube. . The shield tunneling machine's internal pipe has a structure equipped with a normal earth pressure type earth removal mechanism. The inner tube is equipped with a jack for propelling the canter face and arc piece, and a motor for driving the cutter face. The inner periphery of the end has a tapered surface that expands rearward. In addition, the rear body is equipped with a water stop sheet holding device and a water stop sheet suction device in the concrete pouring area. The inner tube is equipped with a resistance frame for self-propulsion.

Near the rear body, there is a formwork device and a vacuum machine type for placing vacuum concrete.

[Structure] (a) Main body of shield tunneling machine: As shown in Figures 1A and 1B, outer diameter 3000M, length 5
Front body part A of 300m, outer diameter 3000m, length 1500m
The front body part A consists of a first inner tube 2, a second inner tube 3, a third inner tube 4 (Fig. 2A), and an outer tube 1. , as shown in Fig. 1C, the third part of the front body part A
The end of the inner peripheral surface of the inner tube 4 and the stepped edge 5 of the front edge of the cylinder 5 of the rear body part B
1, the main body of the jack J4 is fixed to the inner tube 4 side, the piston tip of the jack J4 is fixed to the mounting piece 52 inside the stepped edge 51, and four pieces are arranged at equal intervals on the inner circumferential surface. A flexible ring band 49 made of a urethane seal fixed to the outer periphery of the end of the inner tube 4 slidably covers the outer periphery of the stepped portion 51 of the rear barrel cylinder 5.

(b) Outer tube of front body of shield tunneling machine: As shown in Figures 3A to 3E, and Figures 1A and 1B, the first arc piece la, the second arc piece lb, and the third arc piece lb.
IC1 4th. ld, 5th, 1e, 6th. lf, the first one has five drills, the second to fifth ones have six drills, and the sixth one has seven drills arranged alternately with long drills D1 and short drills D2.

Each piece has a leading edge 12 for the drill DI and 2 for the Dz bearing.
The drill storage box B is made of a single plate, has a support piece 13 at the rear edge, has a side plate 11, and has an open part O partitioned by a partition wall 14. In the box B, long drills D1 and short drills D2 each having a cutter Z at the tip are alternately stored, and the drill recess 10 has a roller bearing 12C.
(7th
A, 7B), also closed and supported by a cover plate 15 with a drill D, a front edge 12 of two wedge plates for support, and a side plate 11. The drill gear G is the notch n! of the partition wall 14. 4
As a result, the drill proximal end E is exposed to the inner surface from the open portion O, and is constantly urged toward the outer circumferential direction of the arc piece by a plate spring SP provided on the opposing surface of the support piece 13. Furthermore, each piece has a button jack base 18a containing a button jack Jll+ on the inner surface of the approximately central portion thereof, and a button rack R consisting of rear sloped peaks on both sides of the inner surface.

A locking means consisting of an arched button 18b with an arc plate button 18b is fixed so as to cooperate with the resistance frame 6, which will be described later (Fig. 3E), and grippers 67c, which will be described later, are attached on both sides of the piece's tension plate button. There are rectangular openings h+ and h+' for protrusion, and there are shallow and long cuts n+ on both sides of the piece, and there are joint slide parts 16 on both sides of the front edge of the piece, respectively.
a, a male joint 16, and a female joint 17 surrounded by a female guard 17a. The outer tube 1 is constructed by engaging the male joint 16 and the female joint 17 of each arc piece, and a guide elongated hole is formed between each piece by opposing cuts n, and the elongated groove is It guides and supports a cladding piece pressing piece 44, which will be described later.

(c) Inner tube of the front body of the shield tunneling machine: As shown in Figures 2A to 2D and Figure 1B, the first inner tube 2
has a cutter face 21 with a normal opening 22 and a cutting edge 23, and a cylindrical part 2 with an open rear length of 1300mm, an outer diameter of 239011111, and a wall thickness of 20ffIII+.
A drill drive gear G2 for engaging with the drill gear G1 of the drill DD2 is provided on the outer periphery of the intermediate portion of the long body path, and a shield gear G2 for rotating the cough inner tube 2 is provided on the inner periphery.゜ are arranged around the entire circumference.

The second inner tube 3 has an outer diameter of 2340 mm and fits inside the inner tube 2.
A ring-shaped chamber socket 31 with a width of 150cm and a wall thickness of 30cm, a funnel part 32, and a conveyance screw pipe 33 equipped with a conventional conveyance screw are connected to each other with an outer diameter of 1.
A support shell 30 with a length of 960 meters, a length of 1,650 m, and a wall thickness of 15 mm is fixed to the outside of the funnel part 32.
Around the center of the body length of 0, there is a height of 200 cm and a width of 100 cm.
m shield jack reaction force plates 35 are provided upright. Further, on the outer periphery of the support cylinder 30, at the front part of the reaction plate 35, a shield motor is provided with a gear G□ for rotating the inner tube 2 by meshing with the shield gear G2° at the front end via the motor stand 34. M, but four shield jacks J3 are fixed at equal intervals to the rear of the reaction plate 35 via jack stands 36, and the base of the shield jack J3 is connected to the reaction plate 35.
In addition, its head 37 is fixed to a resistance frame 6, which will be described later.

Further, the third inner tube 4 is a subsequent structure of the first inner tube 2 and the second inner tube 3, as shown in FIGS. 4, 5, and 1B.
At the front end of a cylindrical body 40 with an outer diameter of 2920 m, a length of 3200 mm, and a wall thickness of 20 -, an outer diameter of 2920 m and an inner diameter of 2120 m+ is attached.
, a doughnut-shaped connecting plate 41 with a wall thickness of 20 mm is fixed, and the connecting plate 41 has a notch C4 for passing the shield jack J3, and an arc piece propulsion jack J to be described later.
, rod insertion hole 04. are formed, and the connecting plate 4
The support barrel 30 of the second inner tube 3 is fitted into the circular hole 04 of the second inner tube 3,
A connecting plate 41 is fixed on the bearing shell 30.

Further, on the surface of the cylindrical body 40, each arc plate piece 1a to 1f is provided.
The rectangular openings for gripper protrusion corresponding to the openings h+, hI', h,' and the paneled button 19, which is in the center of both holes and parallel to the front hole h4 with the same dimensions, are penetrated. A rectangular opening h4° is opened, and at a position corresponding to the boundary of each arc plate piece, a cladding piece is inserted through a leg piece 45 protruding from a guide slot formed by a notch n of each piece. A presser piece 44 is disposed, and a friction bar 43 for frictionally sliding the arc piece is disposed at an appropriate position on the surface of the cylinder in parallel and in the longitudinal direction of the inner tube 4. Additionally, six concrete press jacks J7, which will be described later, are fixed at equal intervals to the rear inner periphery of the cylindrical body 40, and a donut-shaped spreader board 7 is fixed to the head of the jack J7, which extends all around the inside of the shield tunneling machine. A resistance frame 6, which will be described later, is inserted into the center of the cylindrical body 40 so as to be slidable in the front and rear directions.

(d) Resistance frame: As shown in Figures 8A to 8D, Figures 9A, 9B, and Figure 1B, outer diameter 2875 m, inner diameter 1675 mm, wall thickness 1
00m donut-shaped front ring 61 and outer diameter 2875
■It is a donut-shaped disk with an inner diameter of 2675 cm and a wall thickness of 100 cm, and its inner periphery has a length of 100 cm, a width of 100 cm, and a height of 2 cm.
Rear ring 62 with 12 00m stands 63 protruding from it
A top plate 64', a leg part 64'', and a base plate 64'''
Each resistance beam 64 made of H-shaped steel with a length of 700 cm is fixed flush with each stand 63, and a front gripper is attached to the base plate 64'' of each resistance beam 64 and the inner surface of the front ring 61. - The rear gripper box 67a is fixed to the base plate 64"' and the inner surface of the rear ring 62 alternately back and forth, and both sides of each pox 67a are fixed to the guide box 67a.
They are sandwiched and supported by support pars 65a and 65b fixed between the front ring 61 and the rear ring 62, respectively. Rank pars 66a, 66b each having a button rack R8 consisting of a forward tilting mountain on the inner surface are fixed to the side surface of the support bar 65b and the side surface of the support bar 65a. The button 18b protrudes and becomes a button jar.

The button racks R4 on both sides of the inner surface of the upholstery button engage with and disengage from the racks R of the racks 66a and 66b on both sides as the key JIll expands and contracts. In addition, a gripper jack 67b is provided in each gripper box 67a.
A gripper 67c is mounted so as to be able to move outward from the resistance frame 6 via the gripper 67c. And gripper-67c
The tip is cut off backward at an angle of 45 degrees, and has a shape that facilitates penetration into the ground and increases reaction force resistance in the ground.

Furthermore, each gripper bonox 67a of the resistance frame 6 is connected to the opening h4 of the inner tube 4 and the opening h1 of the cladding piece, respectively, or to the opening h4' of the inner tube 4 and the opening hI' of the cladding piece. As shown in FIG. 9A, a blind plate 68 is slidably interposed between the inner pipe 4 and the cladding piece of each opening overlapping part, and the edge wall 68a
A gripper 67c emerges and retracts from the opening 06 formed by the gripper 67c.

Further, on the front surface of the front ring 61 of the resistance frame 6, as shown in FIG.
, protrudes through the insertion hole 04 of the inner tube 4, and a press plate 19a is fixed to the front end of the rod, and from the press plate 19a, as shown in FIG. 6, 7A, and 7B, the drill proximal end E is inserted.
A holding piece 19b having a curved surface for holding the drill is provided protrudingly corresponding to each drill, and a camber 19c having a taper for lifting the base end of the drill is connected to the tip of each holding piece. J1 extends and the camber 19c scoops up the drill base end E, and when the base end E presses the leaf spring SP, the drill gear G1 meshes with the drill drive gear G2,
Furthermore, the pressing plate 19a is configured to push the base end E of the drill forward by the extension of the jack J1. Furthermore, a head 37 of a shield jack J is fixed to the front of the front ring 61, and when the shield jack J is extended, the resistance frame 6 is used as a reaction force and the reaction plate of the second inner pipe 3 is used as a reaction force. 35 is pushed out.

(e) Sheet supply structure: 10A, 10B, 11A, 11B, and 12th
As shown in FIGS. A and 12B, ten sheet holding devices were arranged on the inner periphery of the front end of the rear cylinder 5. The seat holding device fixes a mounting leg plate 53' of a support plate 53 having a cross-section of 150 cm in width, 200 cm in length, and 70 cm in height to the cylinder 5,
A shaft support 54 having a C-shaped cross section and a guide notch 54' is provided at the rear end of the support plate 53, and the shaft support 54 has an opening/closing plate 58 whose tip is curved in an arc shape so as to contact and guide the sheet.
A shaft 5 with a connecting piece 57 protruding from the shaft 5 and a locking pin P protruding from the shaft 5.
A Z-shaped groove 55 having a locking portion 55' for holding the pin P in both states is provided so that the plate 58 can be held in an open state and a closed state. In addition, a thin porous ceramic layer 50 is attached to the entire inner peripheral surface of the cylinder 5 and from the rear end of the holding device to approximately the rear end of the rear body, and a vacuum suction groove 59 is provided on the back of the ceramic layer 50. The grooves 59 can be used as conduits with appropriate intervals. , to the vacuum pump PV. Then, with all the opening/closing plates of the holding device open, a long cylindrical plastic film sheet (vinyl sheet) having a diameter slightly larger than the outside diameter of the shield tunneling machine is folded and pushed in, and the tip of the film sheet is is welded and connected to the rear end of the previous seat, and then the opening/closing plate 58 is closed.

(f) Concrete press structure: As shown in Figure 13B and Figure 1B, stroke length 1
000m concrete press jack J7 is rear body B
Six piston rods are fixed at equal intervals on the inner circumference of the rear end of the cylindrical body 5, and a wall thickness of 50 m is attached to the tip of the piston rod of Jatsuki J7.
+, a donut-shaped spreader board 7 with an outer diameter of 2860 m and an inner diameter of 2460 m is fixed;
A donut-shaped inner substrate 71 having an H-shaped cross section and a sliding guide groove g with a depth of 20 mm on the outer and inner peripheries is fixed to the outer surface of the inner substrate. A doughnut-shaped spreader face plate 72 of the same size as 7 is fixed, and a porous ceramic layer 70 is provided on the outer surface of the face plate 72.
is attached. Furthermore, slide rings 7 are provided on the inner and outer peripheries of the middle substrate 71, respectively, and are slidably guided by inner and outer circumferential grooves g.
3, 73' are disposed in the form of split pieces so as to be removable by a ring jack J7+, and each ring 73°73
' is outward and inward each jack J? A reinforcing bar hole h7 through which the force distribution bar 9 can be inserted when extended by + is bored in each ring segment, and groups of vacuum grooves 79 are arranged vertically and horizontally in contact with the ceramic layer of the face plate 72. The vacuum groove group is connected to the vacuum pump P via the water separation tank t by the conduit i.
v is being touched.

(g) Vacuum formwork equipment: The vacuum formwork equipment is a regular circular formwork for tunnels with a vacuum concrete equipment attached. Formwork 8 has an outer diameter of 236
A 0 nm ring is divided into 5 parts, and each divided ring has a length of 1 m. Each divided formwork has a porous ceramic layer 89 with an effective diameter of 5 microns attached to the outer surface of a skin plate 81, as shown in FIG. A slit 88 with a circumferential length of 150 mm is provided with a slit width of 200 microns, and the skin plate 8
Non-ventilated vacuum plates 82 are sealed at intervals of 1.5 m to form vacuum spaces 83. Concrete pouring ports 85 are provided at appropriate locations on the skin plate 81 having a ceramic layer 89 on its surface, and each pouring port 85 is configured to be connectable to a concrete pump Pc and a vibrator 86. A suction connecting pipe 84 is also connected to the vacuum space 83, and each connecting pipe 84 is connected to a vacuum pump Pv via a water separation tank by a conduit l.

(H) Reinforcing bars: As shown in Figures 14A, 14B, and 14C, it consists of a spiral outer cylinder 94, a spiral inner cylinder 96, and a distribution bar 9.

The distribution bar 9 is an iron bar with a modified cross section of 101 diameter and has a protruding rib 91, and has a C-shaped cross section and a protruding portion 93 corresponding to the rib 91.
One-touch connection is possible by fitting a connecting piece 92 equipped with a connecting piece 92 into the abutting portions of both ends of the distribution bar 9.

The spiral outer cylinder 94 has a length of 63 m and has hooks 95 at both ends.
It has a helical diameter of 2900 mm, and a helical inner cylinder of 96 mm.
One bundle is 58 m long, has hooks 97 at both ends, has a helical diameter of 2420 mm, and both helical wires are made of 3III11 diameter iron wire.

[Function] (a) Self-propelled propulsion of the shield excavator: When the operation starts, the shield motor M3 rotates, and the gear G□ of the motor M3 and the shield gear G2゜ of the first inner pipe 2 engage with each other, so that the first inner Pipe 2 also rotates, and drill drive gear G2
is also rotating. Next, in the resistance frame 6, all the grippers 67c corresponding to all the tension plate pieces other than the first arc piece 1a are extended to open the grip openings of each tension plate piece by extending the corresponding gripper jacks 67b. ,'
At the same time, the button jacks JI8 are contracted to press and engage the rank R on the inner surface of the panel button of each panel piece with the rank R6 of the resistance frame, and all of the second to sixth tension With the frictional resistance of the plate piece against other ridges on the outer peripheral surface and the frictional resistance of the gripper 67c plunged into the ground, the gripper 67c of the first arc piece 1a is contracted, and the tension plate is The button 18b is released and the propulsion jack J1 of the first arc piece 1a is extended using the resistance frame 6 as a reaction force. Jatsuki J1 extends the rondo forward, resulting in each camber at the tip of the 19c
scoops up each drill base end E, the drills D+ and Dz press the plate spring SP (Fig. 7B) and are deflected toward the inner circumference of the shield machine, and the drill gear G is the drill drive gear on the outer circumference of the inner tube 2. Each drill D1 of the first arc piece 1a meshes with G2
, Dz starts to rotate, and the subsequent extension of the jack J1 causes the cutter Z at the tip of the drill to cut the first arc piece while cutting the pile with the holding piece 19b holding the base end E of the drill. Propel 1a forward. Jyatsuki J,
The set elongation amount is such that the cladding piece is pushed out by 50C11. After completing the propulsion of the first arc piece 1a, the two grippers 67c of the first arc piece 1a are extended into the ground by extending the corresponding gripper jacks 67b, and the button jacks J18 are contracted to make the tension board. The rack R1 of the button 18b is pressed into engagement with the rack R of the resistance frame 6, the corresponding jack J1 is retracted, and each drill gear G1 of the drills DI and D2 of the piece 1a is also moved to the drill drive gear G by the action of the plate spring SP. depart from.

Next, the second arc version piece 1b is the button jack Jll
1 to release the connection between the rack R1 of the tension plate button 18b and the rack R of the resistance frame, and at the same time contract the gripper jack 67b to release the gripper 6 of the piece lb.
7c from the surface of the board piece 1b, then extend the propulsion jack J of the second arc piece 1b, and as in the case of the first arc piece 1a, while rotating the drills D, D2, press the piece 1b. Promote to the same level as piece 1a.

Repeat the following process and use the peripheral surface friction and gripper friction of all pieces other than the propulsion cladding piece as reaction forces to propel the cladding pieces one by one until all six cladding pieces reach the same position. Complete the promotion.

The excavation of the next inner pipe (2, 3, 4) is carried out with full-thickness plate piece 1.
After the propulsion of a to 1f is completed, all the grippers 67c are protruded into the ground from the surfaces of the full board pieces 1a to 1f, and the button rack R3 of the full board piece is moved to the rack R of the resistance frame 6.
6, and the resistance frame 6 is turned while the friction resistance against the ground on the entire circumferential surface of the fully stretched plate piece, that is, the outer tube, and the friction resistance against the ground on all the grippers 67c are obtained. The four shield jacks J3 are extended as a force, and at the same time as the inner pipe is propelled (50Qfi), the cutter face 21 is rotated to excavate the ground.

After completing the excavation of the outer pipe (full plate piece) and inner pipe, all grip jacks 67b are retracted and all grippers 67
c, and extend the full button jack Jll+ to remove the button rack R1 of the full plate button 18b from the rack R2 of the resistance frame.
:l is contracted and the resistance frame 6 is pulled forward within the inner tube 4, completing one step of self-propelled propulsion of the entire shield tunneling machine.

The rear body is connected to the inner pipe 4 by four jacks J4, so by operating each jack J4 as necessary when propelling the inner pipe, the shield tunneling machine can meander freely. It is.

Also, a blind plate 6 is provided between the outer pipe (panel piece) and the inner pipe 4.
8 is slidably interposed therein, and the gripper 67c is fitted into the opening Oh having the upright edge 68a.
Gripper of shield excavator - Opening other than the exit part (hl
, hl', h4. h4') The space is always closed to prevent earth and sand from flowing into the shield excavator from the open space during self-propelled propulsion of the shield machine.

In addition, in the case of soft geology such as sandy or muddy, use gripper 6.
It is possible to obtain the frictional reaction force for propulsion using only the tension plate piece without having to plunge 7c into another mountain.

(b) Concrete pouring: After the shield excavator is excavated by itself, a helical outer cylinder 94 and a helix are placed between the outer and inner distribution bars 9 coming out from the part where concrete pouring has already been completed in the void at the rear of the rear body. Interpose the white stripe 960 bundle and remove the ring jack inside the middle board 71.
I to the set position and each divided slide ring 73.
After extending the ring 73' to the outer and inner circumferences, insert one end of the new inner and outer distribution bars into the reinforcing bar hole h7 of the ring 73°73'.
Next, the other end is brought into contact with the end of the old distribution reinforcement 9, and the abutting portions are connected with one touch using the connecting tool 92, and the end hooks 95 and 97 of each new spiral reinforcement are engaged with the end hooks of the old spiral reinforcement. Then, each spiral reinforcement is unbundled to naturally expand to about 10c11 pitches, and after assembling a vacuum concrete form using a conventional erector (Fig. 13A), it is extended from the sheet holding device. Under the condition that water inflow from the ground was prevented by the waterproof sheet F, the fine aggregate ratio S/A = 41.4% and the amount of cement C =
320kg/n (, water-cement ratio W/C = 50.3,
Maximum coarse aggregate diameter 10■, design strength σzs-210kg/
cd, concrete mixed with slump 16 () is poured, the concrete press jack J1 is extended to press the concrete C through the spreader face plate 72, and at the same time, the moisture in the concrete is removed by the action of the vacuum pump Pv. The spreader face plate 72 surface and skin plate 81
The water is sucked out through the fine pores in the ceramic layer between the surface and the water separation tank. Also, there is a foldable seat F in the seat holding device.

The water stop sheet F, which has a diameter larger than the outer diameter of the shield, supplied from the cylinder 5 is also adsorbed to the inner surface of the cylinder 5 by the vacuum suction groove 59 via the porous ceramic layer 50 on the rear inner surface of the cylinder 5. It is possible to prevent water from flowing into the poured concrete from the ground without interfering with concrete pouring work, and vacuum pouring of concrete can be achieved more effectively. In addition, the tapered surface S (13th A) on the inner circumference of the rear end of the rear cylinder
, 13B) acts as a check valve against outflow of poured concrete C to the front, ie, to the pouring side, due to ground pressure.

(c) Relationship between self-propelled shield machine and direct concrete pouring work on the rear body: One cycle of the construction flow is as follows.

In the following margins, the shield tunneling machine propulsion work is the same in flow A part and flow part 8 above, including resistance frame pulling work (15 minutes), cladding piece propulsion work (30 minutes), inner pipe One cycle consisting of propulsion work and excavation work (15 minutes) is divided into parts A and B.
Each cycle takes 1 hour and has a propulsion length of 500 m+n. Direct concrete pouring work takes 1 hour and consists of 1m formwork and reinforcing steel work (30 minutes), concrete placement work (10 minutes), concrete pressing and vacuum concrete work (20 minutes). 50
One cycle consists of the above flow part A, which places 0 mm long concrete, and the flow part 8, which does not require form work but requires formwork removal, and which takes 1 hour and places 500W long concrete. form. That is, the construction flow consists of one cycle for part A and part B, and one cycle takes two hours and advances 1 m.

The work time for concrete pressing and vacuum concrete work in Part B will be 35 minutes because the formwork removal is also included. In addition, since one formwork is 1 m long and requires two processes, flow A and B, the concrete placed in flow A has a slightly insufficient vacuum action time (20 minutes). ), but since it is also subjected to the effects of concrete pressing and vacuum concrete work at flow 8, there is no problem in imparting early strength and self-supporting properties.

In addition, the shield excavator itself moves by itself by taking reaction force only from the ground, so unlike conventional machines, the shield excavator does not take reaction force from the press pressure of directly cast concrete behind it and the formwork. Therefore, the subsequent hardening of poured concrete,
Excavation can be carried out regardless of curing, and construction can be accelerated.

[Effects] (a) Front body A and center-folding rear body B of shield tunneling machine
Because they are connected by a variable hydraulic jack, there was no negative impact on the poured concrete, such as vibration or meandering of the shield excavator itself. In addition, the gripper when propelling the cladding piece
By operating the cladding piece, the shield tunneling machine was able to move freely around the corner, with a radius of curvature of 80m.

(b) The poured concrete is compacted by the press pressure of the press jack, and the excess water and air are immediately removed by suction using the vacuum device on the surface of the spreader and the vacuum concrete formwork device. Even if the amount of water is increased to make the material into a workpool, it is no longer necessary to increase the amount of cement in response to the slump. In addition, since excess water and air in the concrete are removed using a vacuum device and a press device from the time of concrete pouring, it is possible to prevent differences in concrete quality between the upper and lower portions that are related to the pouring height. (aggregate, cement, water) does not separate and hardens in the same state as the poured concrete, resulting in uniform quality, early strength, self-supporting properties, and filling properties. We were able to ensure uniform quality and strength regardless of height. Therefore, a uniform product t
Since it has become possible to maintain concrete quality and ensure stable concrete quality, the final set strength δ and concrete nominal strength σ2. The safety factor F is σ
Economic design was possible by lowering zlI. In other words, the fine aggregate ratio (
S/A) to 41.4% to prevent material separation, increase the amount of water to ensure workability, and reduce the amount of cement (water-cement ratio W/C = 50.3) to improve economy. For vacuum concrete pouring, it has become possible to achieve an economical combination of increasing the properties of concrete, increasing the fluidity by limiting the maximum coarse aggregate size to 10a* diameter, and increasing the slump to 15cm to create a work pull. . In addition, vacuum concrete formwork equipment has the function of increasing the early strength and self-supporting properties of poured concrete, so when it is adopted in the self-propelled direct casting shield method, it maximizes the self-propelled function of the shield excavator. Although this method is efficient and effective, it is obvious to those skilled in the art that it is also effective in other construction methods considering its function.

(c) A cylindrical water-stop sheet (vinyl sheet) with a size equal to the outer diameter of the shield excavator + α is supplied at the same time as concrete placement, so the soil quality ranges from soft soil with a groundwater pressure of 4 kg/d to gravel soil, soft rock, etc. It can be applied to a wide range of soil types, including layers, and the hardening effect of concrete is unaffected by groundwater and harmful substances contained in the ground.
Therefore, there is no need to consider quality deterioration, the pouring height can be calculated as the effective height, uniform concrete can be poured under the same environment regardless of the soil condition, and curing management can be performed. Furthermore, even after construction was completed, the embedded water stop sheet prevented water from leaking through cracks in the concrete. In addition, by changing the concrete placing pressure and using the check valve effect on the tapered surface of the rear body of the shield excavator, it is possible to sufficiently counter earth pressure and water pressure. This shield tunneling machine can be used as a model for a wide range of applications.

(d) The construction speed is 3.
0 minutes, pushing the inner pipe (main body) in 15 minutes, pulling the resistance frame in 15 minutes, pushing 1 meter in 2 hours, assembling reinforcing bars and formwork (30 minutes), and pouring concrete within that time. (10 minutes), concrete pressing and vacuum concrete (20 minutes), so we will take into account the time for new insertion of water-stop sheets, welding connections, underground cleaning, inspection before starting, etc. In terms of work, it was possible to construct 8m, and the amount of progress per day could be increased by 2 to 3 times compared to the current segment method.

Example 2 (Fig. 15) As shown in Fig. 15, in the shield tunneling machine of Example I, a cylindrical outer tube 1' is used instead of the outer tube 1 consisting of a group of cladding pieces, and the structure related to the cladding pieces is changed. The structure was completely deleted, and the rest was the same as Example 1. In other words, the structure is such that self-propulsion is achieved only by the reaction force resistance of the gripper 67c that emerges and retracts from the resistance frame 6 against the ground.

Although the obtained shield tunneling machine was applicable to a narrower range of construction than the shield tunneling machine of Example 1, that is, it could no longer be used in soft soil, it still fulfilled (a), (b), and (c) of example 1.
Therefore, the intended purpose of the present invention was achieved.

〔Effect of the invention〕

In the direct pouring shield construction method of the present invention, a closed type shield excavator that propels concrete while directly pouring it from the rear propels it by taking a reaction force against the ground around the entire outer circumference, and applies a reaction force to the concrete formwork and poured concrete. In order to avoid using force, it is possible to disconnect the propulsion of the shield excavator from the concrete that has been placed. Therefore, the excavation propulsion of the shield excavator requires less time than conventional machines to allow the concrete to harden and develop strength. There is no need to wait, and once the concrete stands on its own, the formwork can be removed and construction can proceed, making it possible to achieve a dramatic increase in the amount of concrete that can be poured per day, and eliminating the need to worry about compromising the quality of directly poured concrete.

Further, since the shield tunneling machine is a closed type, it can be applied to soft soil, and a reaction force against the ground can be effectively obtained from the entire circumference of the shield tunneling machine.

In addition, since direct cast concrete is not subjected to the reaction force caused by the propulsion of the shield excavator, it can be uniformly hardened and cured under certain conditions where it is only exposed to the pressure of the ground, which is different from conventional direct cast concrete. In comparison, it is of uniform quality and has much superior strength.

In addition, by pouring concrete while extending a water stop sheet from the rear body of the shield excavator along other mountains, it is possible to improve the early strength and quality of directly poured concrete without being affected by groundwater.

In addition, the use of vacuum concrete formwork improves early strength and self-reliance with uniform quality, enables economical design of concrete mixes, and speeds up construction by using self-propelled propulsion of shield excavators. can be achieved.

[Brief explanation of drawings]

FIG. 1A is an overall perspective view of the shield tunneling machine of the present invention,
FIG. 1B is a longitudinal sectional side view thereof, and FIG. 1C is an enlarged view of part 0 of FIG. 1B. Figure 2A is an exploded perspective view of the inner tube, Figures 2B and 2C are
1 and 2D are explanatory views of the relative structure of the inner tube, respectively. Figure 3A is an explanatory diagram of the outer tube arrangement in the embodiment of the present invention, Figure 3B is a perspective view of the outer tube disassembled into each lower plate piece, and Figure 3C is an inner perspective view of the lower plate piece. Yes, 3rd D
The figure is an exploded perspective view of the lower plate piece, and Fig. 3E is an exploded perspective view of the lower plate piece.
It is an enlarged view of part E in the figure. Figure 4 is a perspective view of the third inner tube, and Figure 5 is Figure 4A.
-A sectional view. Figure 6 is a plan view of the cladding piece propulsion jack;
The figure is a cross-sectional view of a state in which the board piece propelling jack engages the drill gear G1 with the drill drive gear G2, and FIG. 7B is a cross-sectional view of the state in which the drill gear G is separated from the drill drive gear G2. FIG. 8A is an overall perspective view of the resistance frame, FIG. 8B is a perspective view of an inner part of the resistance frame, FIG. 8C is an exploded perspective view of the resistance frame, and FIG. 8D is a cross-sectional partial view of the resistance frame. . FIG. 9A is an explanatory diagram of the relationship between the blind plate and the resistance frame, and FIG. 9B is a slope view of the blind plate. FIG. 10A is an explanatory diagram of the arrangement state of the sheet holding device, and FIG. 10B is a sectional view of the sheet holding device.
Fig. C is a plan view of the sheet holding device, Fig. 11A is a perspective view of the sheet holding device, and Fig. 11B is an exploded perspective view of the sheet holding device. FIG. 12A is a sectional view of the sheet feeding state, and FIG. 12B is a plan view of the sheet feeding state. Fig. 13A is a sectional view of the vacuum formwork device, and Fig. 13B is a sectional view of the concrete press jack, showing the jack in a contracted state and an expanded state. FIG. 14A is a perspective view of the outside of the spiral, FIG. 14B is a perspective view of the spiral white muscle, and FIG. 14C is a perspective view of the connected state of the force distribution muscles. FIG. 15 is a schematic longitudinal sectional side view of a second embodiment of the shield tunneling machine of the present invention. FIG. 16 is a vertical side view of a conventional enclosed type shield excavator for directly pouring concrete, and FIG. 17A is a schematic longitudinal sectional view taken along the line A-A of FIG. 178 of a conventional self-propelled oven type shield excavator. , FIG. 17B is a schematic front view thereof. FIG. 18 is a schematic perspective view of an oven shield excavator equipped with a conventional gripper. 1.1'...Outer tube, ■a~1f...Low plate piece, 11...Side plate, 12...Front edge, 12a
, 12b...Bearing portion, 13...Bearing piece, 14...
・Partition wall, 15... Lid plate, 16... Male joint, 16a... Joint sliding part, 17...
・Female joint, 17a...Female guard, 18
a... Button jack base, 18b... Arc button, 19a... Pressing plate, 1
9b...Holding piece, 19c...Camber 2
...first inner tube, 20...cylindrical part, 21...
・Cutter face, 22...opening, 23...blade mouth, 3...
・Second inner pipe, 30... Support shell, 31... Chamber socket, 32... Funnel part, 33... Conveyance screw pipe, 34... Motor stand, 35... Shield Jacket reaction force plate, 36... Jacket stand, 37... Jacket head, 4... Third inner tube, 40... Cylindrical body, 41
...Connecting plate, 43...Friction par 44...
・Plate piece holding piece, 45... Leg piece, 49... Ring band, 5...
- Rear body cylinder, 50... Ceramic layer, 51
... Paragraph edge, 52 ... Mounting piece, 53 ...
・Support plate, 53'... Leg plate, 54... Pivotal support, 54'... Guide notch, 55...
Z-shaped groove, 55'... Locking part, 56... Shaft, 57... Connecting piece, 58-... Opening/closing plate, 59... Vacuum suction groove, 6... Resistance frame, 61... ...Front ring, 62...Rear ring, 63...Stand, 64...Resistance beam, 65a, 65b-...Support bar 66a, 66b...Rack bar 67a...Gripper Bonx, 67b...Gripper jack, 67c...Gripper-168...Blind board, 68a
... Raised edge, 70... Ceramic layer, 7
...Spreader board, 71...=T4 plate, 72...Spreader face plate, 73, 73'...Slide ring, 79
...Vacuum groove, 8...Formwork, 81...Skin plate, 82...Vacuum plate, 83...
true + space, 84...connecting pipe, 85...concrete pouring port, 86...pipe, 88...slit, 8
9... Ceramic layer, 9... Distribution bar, 91...
・Protruding rib, 92...Connecting piece, 93...Protrusion part, 94...Spiral outer cylinder, 95, 97
...Hook, 96...Spiral white streak.

Claims (1)

[Claims] 1. Concrete (C) is successively placed at the rear of the shield excavator while the enclosed shield machine is self-propelled by taking reaction force only from the surrounding ground. Self-propelled direct hammering shield construction method. 2. The self-propelled direct casting shield construction method according to claim 1, wherein the water stop sheet (F_1) is extended from the rear of the shield excavator along the ground, and concrete is poured while blocking groundwater from the ground. . 3. The self-propelled direct shield construction method according to claim 1 or 2, wherein moisture is removed by vacuum suction from the concrete (C) poured and filled into the void at the rear of the shield excavator. 4. A resistance frame (6) is slidably arranged inside the inner pipe of the shield tunneling machine, and the frame (6) and the shield inner pipe are connected by the shield propulsion means (J_3), and the resistance frame (6) is a self-propelled sealed shield excavator in which a large number of grippers (67c) are installed so that they can be controlled to appear and disappear from the shield outer tube (1, 1'). 5. The shield outer tube (1) covers the outer periphery of the inner tube (2, 3, 4) in the form of a plurality of arc pieces (1a to 1f) divided in the circumferential direction and connected so as to be mutually slidable, and each 5. The self-propelled sealed shield excavator according to claim 4, wherein the arc pieces are alternately and sequentially propelled by using the ground as a reaction force. 6. The shield excavator will remove the outer pipe (1) and inner pipe (2, 3, 4)
), and a rear body part (B) which is bendably connected to the front body part by a plurality of telescopic connecting means (J_4). Self-propelled sealed shield excavator. 7. Each arc piece (1a to 1f) has a drilling drill (D_1, D_2) in the front part, and the drill (D_1, D_2) rotates when the arc piece is propelled. The self-propelled enclosed shield excavator described. 8. The rear body part (B) has a water stop sheet holding device, and the inner periphery of the rear body part and the spreader face plate for concrete filling (7
8. The self-propelled sealed shield excavator according to any one of claims 4 to 7, wherein the surface of step 2) and the surface of the formwork (8) are provided with vacuum suction means. 9. A skin plate (81) with ventilation slits (88) on the outer surface and a vacuum plate on the inner surface form a vacuum space (83), and a porous layer (89) is attached to the surface of the skin plate. , a vacuum concrete formwork apparatus in which a vacuum space (83) is connected to a vacuum pump (Pv) via a water separation tank (t).