JP2000248884A - Non-open-cut method for laying pipe - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a non-open-cut method for laying a pipe wherein a work time can be reduced without causing a ground subsidence. SOLUTION: This non-open-cut pipe laying method comprises a first step wherein water sealing gates 20, 21 are provided in a starting shaft 1 and an arrival shaft 2 respectively and a rotary rod 4 having a drill head at its forward end excavates a borehead from the gate 20 to the gate 21, a second step wherein an expanded diameter reamer is attached to the forward end of the rod 4 in place of the drill head to bring the rod 4 into the borehole by means of a propulsion machine 3, and a third step wherein a sheath pipe 11 including a pipe 10 to be laid is brought into an expanded hole. In the second step, the gate 20 is closed and fresh water is ejected from the reamer to excavate the soil around the reamer, thereby providing mud water of low density, which mud water is filled into the expanded hole, while in the third step, the mud water filled into the expanded hole is discharged as the pipe 11 advances.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a pipe laying method for laying a pipe serving as a flow pipe for gas or the like in the ground without digging, and more specifically, a pipe laying method from a road-mounted propulsion device. The present invention relates to a pipe laying method in which a rotating rod is pushed into the ground by a pushing force of a propulsion device to excavate a boring hole, and then a pipe connected to the rod is pulled into the boring hole by a drawing force of the propulsion device.

[0002]

2. Description of the Related Art As a method of laying underground pipes without excavation, a road-mounted propulsion device as described above is used, and a rotating rod fed from the propulsion device is moved from a starting shaft by a pushing force of the propulsion device. The drilling method is to push the pipe into the route to the reaching shaft, excavate the boring hole, and then draw the pipe to be pulled in connected to the rod into the boring hole on the route from the side of the reaching shaft to the starting shaft by the pulling force of the propulsion device. Has been proposed.

The above-mentioned pipe laying method will be described with reference to FIGS. 4 to 8 as follows. In FIG. 4, a starting shaft 1 and a reaching shaft 2 are provided in a pipe laying path, and a road-mounted propulsion device 3 is arranged on the ground on the starting shaft 1 side. The propulsion device 3 is provided with a guide drill unit 3a that works to feed the rotating rod 4 with a required pushing force and pull it back with a required pulling force. In the guide drill unit 3a, a power unit truck 3b located nearby is used as a power source.

[0004] In a first step shown in FIG. 4, a drill head 5 is attached to the tip of a rod 4 fed from the propulsion device 3, and the tip of the rod 4 is inserted into a penetration hole 6 provided on the ground.
The drill 4 is driven into the ground further, and the rod 4 is rotated and propelled into the ground at a target line reaching the reaching shaft 2 by traversing the starting shaft 1 by the pushing force of the propulsion device 3, so that a boring hole for drawing a pipe into the ground. (Pilot hole). At this time, the bentonite muddy water is jet-injected from the tip of the drill head 5 to excavate while cutting down the soil by the water flow.

At the time of rod propulsion in the first step, a signal 7 from a transmitter (not shown) incorporated in the drill head 5 is detected by a detector 8 on the ground to grasp the position of the tip of the boring, and The distal end of the rod 4 is successively corrected by remote control from the user so as to avoid obstacles such as other buried objects.

Next, in a second step shown in FIG. 5, the drill head 5 is removed on the side of the reaching shaft 2, and instead, the enlarged reamer 9 having an outer diameter smaller than the diameter of the buried pipe is provided at the tip of the rod 4. Is attached, and the expanded reamer 9 is pulled back by the pulling force of the propulsion device 3 to form a boring hole for drawing in a pipe to be drawn in. The formation of such a boring hole is performed in a plurality of times in consideration of the earth pressure acting on the enlarged reamer 9 traveling in the soil. A boring hole having a predetermined inner diameter is formed.

When the formation of the boring hole is completed, a third step shown in FIG. 6 is performed. In the third step, the sheath tube 11 for inserting the pipe 10 to be drawn into the inside is drawn. When the sheath tube 11 is pulled in, the rod 4 is inserted from the starting shaft 1 to the reaching shaft 2, and the tip of the rod 4 is connected to the sheath tube 11 prepared for the reaching shaft 2. By pulling back the rod 4 by the pulling force of the thruster 3, the sheath tube 11 is inserted into the pilot hole and pulled in. Sheath tube 1
1 is drawn in as a group having a predetermined length, and a group of the group having a predetermined length is sequentially drawn in from the arrival shaft 2 to start the shaft 1
To fill the entire length of the borehole.

[0008] When the sheath tube 11 is drawn into the entire length of the boring hole from the reaching stand 2 to the starting stand 1, then, FIG.
As shown in (4), a fourth step of preparing for drawing the pipe 10 to be drawn into the sheath pipe 11 is performed. That is, in this step, the rod 4 is inserted into the sheath tube 11 from the start shaft 1 toward the arrival shaft 2, and the tip thereof is connected to the pipe 10 on the arrival shaft 2 side.

When the rod 4 is connected to the pipe 10, FIG.
As shown in FIG.
Is pulled back toward the starting stand 1 and the pipe 10 is
A fifth step of drawing in is performed. The pipe 10
A new group of pipes 10 suspended in the arrival shaft 2 is welded to the end of the group that is sequentially drawn in as a group with a predetermined length, and drawn into the sheath tube 11.

[0010]

In the conventional underground pipe laying method using a road-mounted propulsion device as described above,
When a relatively small-diameter pipe is to be drawn in, the output is good even if the output of the propulsion unit is not large. On the other hand, when a large-diameter pipe is drawn in, the output of the propulsion unit tends to be insufficient. Therefore, when a large-diameter pipe is drawn in, a large-output propulsion device must be prepared, and the equipment becomes large. Therefore, conventionally, when laying a large-diameter pipe, an operation of digging and embedding is performed instead of using a propulsion device. For this reason, the time and equipment required for the digging work become enormous, and the work cost cannot be denied.

On the other hand, if a large-output propulsion device is prepared without digging and a pipe is laid using the above-described procedure, the hole forming process using the diameter-expanding reamer whose outer diameter is sequentially changed is repeated. Since it is necessary to bring a large-diameter pipe into a retractable state, it is inevitable that the working time will be prolonged. Another cause of such a prolonged working time is the processing of earth removal. That is, if the earth removal is left as it is, the excavation resistance of the expanded reamer increases. Therefore, it is necessary to remove the earth removal. However, if the earth removal is removed, the inside of the hole is hollowed out, and a new problem of causing land subsidence occurs. For this reason, there is a limit to processing the earth removal in a dark cloud, and this is a cause that it is not possible to improve the lengthening of the working time due to the above-described excavation resistance. Further, the working time can be prolonged due to the procedure of drawing the sheath tube into the hole and then drawing the pipe.

SUMMARY OF THE INVENTION An object of the present invention is to provide a method of laying pipes by non-cutting and drilling, which can reduce the working time without inducing land subsidence or the like in view of the above-mentioned problems in the conventional pipe laying method.

[0013]

In order to achieve this object, an invention according to claim 1 is provided with a starting shaft and a reaching shaft in a pipe laying path, and a rotating rod fed out from a ground-mounted propulsion device. After drilling a boring hole using a drilling hole, after drilling the boring hole, the rotating rod is pulled back from the reaching stance to the starting stance, and the pipe to be drawn in is constructed so as to be drawn into the boring hole. In the laying method, a water stop gate is installed in the start shaft and the arrival shaft, and then a rotating rod with a drill head attached to the tip is moved from the stop gate on the start shaft side to the stop gate of the arrival shaft. A first step of drilling a boring hole by rotationally propelling the inside, and replacing a drill head with a tip of a rotating rod that has advanced into the reaching shaft from the water stop gate on the reaching shaft side. Attach the diameter reamer having a large diameter, a second step of pulling on the borehole by pulling back the rod by force pulling by the propulsion unit, the second
A third step of connecting a sheath pipe containing a pipe to be laid to the rod to be pulled back in the step, and drawing the sheath pipe into the hole formed in the second step;
Injecting liquid from the expanded reamer with the water stop gate closed, excavating the soil around the expanded reamer to make it muddy with low viscosity and filling the expanded hole with the muddy water. The third step is characterized in that the muddy water filled in the expanded hole is drained by advancing the sheath tube.

According to a second aspect of the present invention, in the method of laying a pipe by non-cutting according to the first aspect, in the second step, the water stop gate is opened to the atmosphere at a position higher than the level of muddy water in the expansion hole. The feature is that muddy water is retained in the hole by being done.

[0015]

According to the first aspect of the present invention, when the water stop gates installed in the starting shaft and the reaching shaft are closed and the hole is formed by the enlarged reamer, the liquid ejected from the enlarged reamer is used to surround the reamer. Is made into muddy water of low viscosity, and the muddy water fills the pores. For this reason, land subsidence is suppressed by the filling of muddy water with the expanded hole. Moreover,
Since the muddy water filled in the widening hole is drained by the progress of the sheath tube performed in the third step, the earth removal is naturally discharged, and there is no need to intentionally execute the earth removal processing. In the third step, when the sheath pipe is pulled in, the pipes housed in the sheath pipe are also pulled in at the same time, and the sheath pipe travels in low-viscosity muddy water, so it progresses during earth removal. In comparison with the case, the soil resistance when laying a large-diameter pipe is reduced.

According to the second aspect of the present invention, in the second step, the muddy water filled in the widening hole is confined by receiving the atmospheric pressure, so that inadvertent overflow is suppressed and the land subsidence can be reliably prevented.

[0017]

BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 to 3, the same components as those shown in FIGS. 4 to 8 are denoted by the same reference numerals.

FIG. 1 is a schematic diagram for explaining a first step of a pipe laying method according to an embodiment of the present invention. In FIG. 1, when the first step is performed, a starting shaft 1 and a reaching shaft 2 are formed in an underground pipe laying route, and the shafts 1 and 2 have a water stop gate 20, 21 are installed. Although not shown in detail, the water stop gates 20 and 21 have spaces that can be slid and guided by inserting a diameter expanding reamer and a sheath tube used in a second step described later, and both sides of the space, that is, An openable and closable shutter member is provided on an end wall along the pipe laying direction. Furthermore, the water stop gates 20 and 21 have one ends that can communicate with the space,
Chimney-shaped atmosphere communication members 20A and 21A whose other ends open above the space are connected.

On the ground on the side of the starting shaft 1, a road-mounted propulsion device 3 is arranged.
Is provided with a water supply device (not shown) including a water supply tank mounted on the power unit truck 3b. As in the prior art, the propulsion unit 3 has a guide drill unit 3 that acts to feed the rod 4 capable of rotational propulsion with a required pushing force and pull it back with a required retracting force.
a is provided. Also, the guide drill unit 3a
Near the power unit truck 3b, which is the power source
Is arranged. In the case of this embodiment, the rod 4 is provided with a structure for supplying a liquid such as water for reducing the viscosity of the soil (expressed as fresh water for convenience) from the water supply device.

In the first step shown in FIG. 1, first, a drill head 5 is attached to the tip of a rod 4 fed from the propulsion device 3. When the propulsion unit 3 is operated, the rod 4
The tip to which the drill head 5 is attached is penetrated into the ground through the penetration hole 6 provided on the ground, and the water stop gate 2 on the start shaft 1 side
It is inserted into 0. Next, as the propulsion device 3 is operated continuously, the rod 4 crosses the start shaft 1 side by the pushing force of the propulsion device 3, passes through the water stop gate 20, and reaches the arrival
It is rotated and propelled underground on the target line. Thus, a boring hole (length: 100 m) for drawing in the pipe is formed. At this time, the water stop gate 20 on the starting shaft 1 side
Indicates that the shutter member is closed except that the rod 4 can pass therethrough.
Similarly, the shutter member is closed. At this time, the bentonite muddy water may be jetted from the tip of the drill head 5 to excavate while cutting down the soil by the water flow.

When the rod 4 is propelled, a signal 7 from a transmitter (not shown) incorporated in the drill head 5 is detected by a detector 8 on the ground similarly to the conventional case shown in FIG. Since the position of the tip of the boring hole is known, the tip of the rod 4 is successively corrected by remote control from the ground so as to avoid obstacles such as other buried objects.

Next, in a second step shown in FIG. 2, the drill head 5 is removed on the side of the reaching shaft 2, and instead, a large-diameter widening reamer 9 for approximating the diameter of a buried pipe is attached to the tip of the rod 4. Attach 'and pull back the rod 4 with the pulling force of the propulsion device 3 to enlarge the boring hole. In this step, the water stop gates 20 and 21 are kept closed except when the enlarged reamer 9 ′ is inserted into the boring hole, and the large-diameter enlarged reamer 9 is 'Is jetted from the tip of'. As a result, the soil is cut down and the cut-off earth and sand is turned into low-viscosity muddy water. The low-viscosity mud is supplied to the water stop gate 20,
Since 21 is closed, the inside of the enlarged hole is filled.
The mud filled in the expansion hole also enters the air communication portions 20A and 21A provided in the water stop gates 20 and 21 so as to be released to the atmosphere at a position higher than the water level of the mud,
Equilibrates with the atmosphere above the hole. That is, the water stop gates 20 and 21 are closed for the time being, but there is a gap where the muddy water leaks even if the rod insertion position of the shielding member is somewhat. For this reason, the muddy water leaking from the space of the water stop gates 20 and 21 is removed from the air communication parts 20A and 21A.
Then, under the atmospheric pressure, the overflow is prevented by the action of the liquid column, so that the inside of the hole is filled with muddy water. As a result, the inside of the hole is filled with muddy water to prevent cavitation and the pressure of the muddy water suppresses land subsidence above the hole.

In the second step, the rod 4 is pulled back to the starting shaft 1 by the propulsion device 3, but on the reaching shaft 2 side, the rod is extended, and further, the sheath tube 11 containing the pipe 10 to be laid is installed. Are connected to perform the third step. As shown in FIG. 3, in the third step, a reamer 22 having a diameter substantially equal to the diameter of the sheath tube 11 containing the pipe 10 is used.
Is attached to the end of the rod 4. A new group of pipes 10 and sheath pipes 11 suspended in the arrival shaft 2 are welded to the ends of the group of pipes 10 and sheath pipes 11 containing the pipes, which are sequentially drawn in groups of a predetermined length. Connected.

In the third step, the water stop gates 20, 21 are opened. As a result, when the piercing reamer 22 is pulled back toward the starting shaft 1 by the propulsion unit 3 via the rod 4, the muddy water in the piercing is raised by the piercing reamer 22.
It is discharged to the outside from the water stop gate 20 on the side. In the third step, the sheath tube 1 is filled with the low-viscosity muddy water in the opening.
Since No. 1 proceeds, the soil resistance during the movement is smaller than in the case where the earth removal is present. Therefore, even if the output of the propulsion device 3 is not so large, the sheath tube 11 and the pipe 10 can be drawn into the hole at the same time. In addition, when the soil existing on the inner peripheral wall of the hole excavated by the hole-expanding reamer 22 is crushed, the soil is mixed with the muddy water to form low-viscosity muddy water, and the muddy water is naturally drained by the progress of the hole-expanding reamer 22. Therefore, there is no possibility that the discharged soil is accumulated in the forward direction of the hole expanding reamer 22, and the sheath tube 11 is smoothly drawn. After the completion of the third step, the peripheral portion of the sheath tube 11 is filled with the backfill material, and the sheath tube 11 is fixed in the expanded hole.

According to the present embodiment, the inside of the bored hole expanded by the diameter expanding reamer 9 'is filled with low-viscosity muddy water so that the progress of the sheath tube 11 in which the pipe 10 is provided is hindered. Since the resistance is reduced, the propulsion device 3 can be smoothly drawn in even if the output of the propulsion device 3 is not so large, so that the cost required for the propulsion device 3 can be reduced. In the present embodiment, it is also possible to adopt a configuration in which fresh water injection is performed as in the case of the diameter-expanding reamer 9 ', as the configuration of the hole-expanding reamer 22 used in the third step. It is possible to promote the crushing and mudification of the crushed soil. Furthermore, in order to reduce the soil resistance acting on the sheath tube 11, fresh water injection is also performed from the side facing the sheath tube 11 in the piercing reamer 22 so that the soil around the end surface of the sheath tube 11 is cut and muddy water is discharged. Can be promoted. Further, the liquid for lowering the viscosity of the soil is not limited to the above-described fresh water.

[0026]

According to the first aspect of the present invention, when the water stop gates installed in the starting shaft and the reaching shaft are closed and the hole is formed by the reamer, the fuel is injected from the reamer. The liquid turns the soil around the reamer into low viscosity mud, which fills the borehole. For this reason, land subsidence is suppressed by the filling of muddy water with the expanded hole. Moreover, since the muddy water filled in the hole is drained by the progress of the sheath tube performed in the third step, the earth removal is naturally discharged, and there is no need to intentionally execute the earth removal processing. As a result, it is possible to reduce the cost by eliminating equipment and time for the earth removal processing. In the third step, when the sheath pipe is pulled in, the pipes housed in the sheath pipe are also pulled in at the same time, and the sheath pipe travels in low-viscosity muddy water, so it progresses during earth removal. In comparison with the case, the soil resistance when laying a large-diameter pipe is reduced. This makes it possible to significantly reduce the work time required for laying by simultaneously moving the pipe and the sheath pipe for protecting the pipe and reducing the resistance in the soil during the progress.

According to the second aspect of the present invention, in the second step, the muddy water filled in the widening hole is confined by receiving the atmospheric pressure, so that inadvertent overflow is suppressed and the land subsidence can be reliably prevented. .

[Brief description of the drawings]

FIG. 1 is a schematic diagram for explaining a first step of a pipe laying method according to an embodiment of the present invention.

FIG. 2 is a schematic diagram for explaining a second step of the pipe laying method according to the embodiment of the present invention.

FIG. 3 is a schematic diagram for explaining a third step of the pipe laying method according to the embodiment of the present invention.

FIG. 4 is a schematic diagram for explaining a first step of a conventional pipe laying method.

FIG. 5 is a schematic view for explaining a second step of the conventional pipe laying method.

FIG. 6 is a schematic view for explaining a third step of the conventional pipe laying method.

FIG. 7 is a schematic diagram for explaining a fourth step of the conventional pipe laying method.

FIG. 8 is a schematic diagram for explaining a fifth step of the conventional pipe laying method.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 1st starting shaft 2 arrival shaft 3 propulsion machine 3a guide drill unit 4 propulsion rod of the first half course 5 drill head 6 penetration hole 9 'expansion reamer 10 piping 11 sheath pipe 20, 21 water stop gate 20A, 21A atmosphere communication part 22 Hole Reaming

 ──────────────────────────────────────────────────続 き Continued on the front page (72) Inventor Yuichi Waki 3306-3-646 Shiomidai, Isogo-ku, Yokohama, Kanagawa Prefecture (72) Inventor Moriwaka Enomoto 6-10-1 Tamahira, Hino-shi, Tokyo Hino Apart 126 (72) Inventor Riki Katsuta 27-22 Matsukaze-cho, Hiratsuka-shi, Kanagawa Prefecture Lions Viale Shonan-Matsukaze 208 (72) Inventor Shojiro Omori 139 Nishimatano, Fujisawa-shi, Kanagawa Prefecture Rokukai Mansion 402 (72) Invention Person Shinji Sanwa 3-6-9 Chidori, Ota-ku, Tokyo Seki Co., Ltd. Ota Ryo 207 F-term (reference) 2D054 AA02 AA05 AC18 AD32 AD37 BA03 BA28 FA06 GA04 GA17 GA42 GA61 GA81 GA92

Claims (2)

[Claims] 1. A starting shaft and a reaching shaft are provided on a laying route of a pipe, and a boring hole is dug using a rotating rod fed from a ground-mounted propulsion machine. In the method of laying pipes by uncutting to pull the pipe to be drawn into the above-mentioned boring hole by pulling back from the pier to the starting pier, installing a water stop gate on the above-mentioned starting pier and reaching pier, A rotary rod having a drill head attached to its tip is rotated and propelled in the ground from the water stop gate on the starting shaft side to the water stop gate on the arrival shaft to drill a boring hole.
A step of attaching a large-diameter enlarged reamer in place of the drill head to the tip of the rotating rod that has advanced into the arrival shaft from the water stop gate on the arrival shaft side, pulls the rod back by the pulling force of the propulsion machine, and boring A second step of drawing in the hole, and a third step of connecting a sheath tube containing a pipe to be laid to the rod returned in the second step and drawing the sheath tube into the hole formed in the second step. In the second step, a liquid is jetted from the enlarged reamer in a state where the water stop gate is closed, and the soil around the enlarged reamer is excavated to be low-viscosity muddy water and expanded. A method for laying pipes by cutting without drilling, characterized in that the muddy water is filled in the expanded hole, and in the third step, the muddy water filled in the expanded hole is drained by progress of a sheath tube. 2. The method according to claim 1, wherein in the second step, the water stop gate is opened to the atmosphere at a position higher than a level of muddy water filling the expansion hole. A method of laying pipes without drilling, characterized in that muddy water is kept inside the expanded hole by being done.