JP3066293B2 - Earth retaining method in excavation works - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an earth retaining method in open-cut civil engineering work in the case of laying underground pipes such as gas pipes, water and sewage pipes, and cable protection pipes.

[0002]

2. Description of the Related Art When laying pipes such as gas pipes, oil pipes, water and sewage pipes, power transmission cables, and protection pipes for communication optical fiber cables, etc. in the ground, the laying grooves are cut from the ground by drilling. Excavation, laying of pipes, laying, joining, inspection, anticorrosion work, etc., and then backfilling with backfill soil, a so-called open-cut construction method is often employed. In order to prevent collapse of the side wall of the excavation trench 1 during the construction period from the excavation to the backfilling, a steel sheet pile 31 is usually used as shown in the sectional view of FIG.
After being driven along the side surface of the groove, the belly 32 and the cutting beam 33 are arranged at a predetermined interval.

When the pipes 19 to be buried are suspended and arranged in the excavation groove 1, the cutting beams 33 are temporarily removed one by one, and the pipes 19 are suspended and then removed.
3 has been re-installed. After sequentially suspending and lowering the pipes 19, a series of plumbing operations such as positioning, joining, inspection, and coating of the pipes 19 are performed. , Angry 32,
The work of sequentially removing the sheet pile 31 and the like has been performed using a heavy machine such as a hoist and a sheet pile drawing machine.

The use of the sheet piles 31 and the like is indispensable in order to ensure the safety of work in the excavation trench 1, especially in an area where soil conditions are likely to cause collapse.

As a substitute for driving the sheet pile 31, FIG.
As shown in the perspective view of FIG. 0, a pile 34, a pile 34 and a panel 35 have been used.

A method has also been adopted in which bentonite mud for the volume of the excavation groove 1 is produced and filled in the excavation groove 1 to prevent collapse of the excavation surface without using sheet piles or panels. In this case, the pipe 19 is installed in the excavation groove 1 while discharging the bentonite mud corresponding to the volume of the pipe 19 to be installed. At the time of backfilling, bentonite mud is mixed with a solidifying material and solidified or replaced with a backfilling material.

Further, as shown in FIG. 11, while the excavation groove 1 is formed by an excavator 37 having an impermeable film supply device 36, as shown in a sectional view of FIG. A method of covering with a water-impermeable membrane 38 supplied from a supply device 36 and spreading water 39 in the water-impermeable membrane 38 to prevent collapse of the excavated surface is also adopted (Japanese Patent Laid-Open No. 6-3068).
No. 87).

[0008]

As described above, the excavation groove 1
When the sheet pile 31 is driven in order to prevent the collapse of the side wall, a large-sized transport vehicle is required to transport the temporary material such as the sheet pile 31 to the site, and a crane having a large capacity is required. Needed. In addition, a heavy machine such as a sheet pile driving machine for driving the sheet pile 31 or a sheet pile drawing machine for removing the sheet pile 31 has to be used. As described above, the occupied area of the transporting device for transporting the temporary material and the machinery used for casting and removal is extremely large, and the space for temporarily placing these machinery and equipment on a narrow construction site where the place is limited. -It was difficult to secure

In addition, noise or vibration is generated when the sheet pile 31 is transported or driven, which causes pollution. In addition, when installing and removing the belly 32 and the cutting beam 33,
Frequently, an operator has to enter the excavated groove 1, which is a very dangerous operation.

In the case where the pile 34 or the pile 34 and the panel 35 are used as a substitute for the driving of the sheet pile 31, heavy equipment is indispensable for installing and removing the pile 34, as in the case of driving the sheet pile. Had disadvantages.

Further, in the construction method using a sheet pile, a panel, or the like, when excavating at a high speed of, for example, about 1 m / min using a trencher or the like, the earth retaining work cannot keep up with the excavation speed. It has been practically difficult to apply a construction method using sheet piles or panels.

A soil retaining method using bentonite mud or a soil retaining method using an impermeable membrane and fresh water pressure can be applied to high-speed excavation with a trencher or the like. And the bentonite mud containing silicon oxide and aluminum oxide must be finally disposed of as industrial waste, which increases construction costs.

Furthermore, the specific gravity of the bentonite mud changes with the lapse of time due to sedimentation, and the performance is deteriorated by ions in the soil. Therefore, when it takes time from the start of excavation to the completion of backfilling, it is necessary to manage the water level and specific gravity of the bentonite mud filled in the excavation trench.
In addition, since the pipe to be buried is generally buried with a constant earth covering, if the road has a vertical gradient, the buried pipe also has the same vertical gradient as the road. In this case, even if the excavation trench is filled with the bentonite mud, the bentonite mud flows to the lower side and overflows, and the earth retaining at a high position cannot be sufficiently performed.

In addition, the earth retaining method using the water-impermeable membrane and the fresh water pressure increases the cost because the water-impermeable membrane is filled with a backfill material. Further, since the water-impermeable membrane 38 is supplied from the water-impermeable membrane supply device 36 installed in the groove of the excavator 37, the long water-impermeable membrane 38 cannot be stored. Was difficult. Further, the supporting force required for the side wall of the trench to prevent the collapse of the excavation trench 1 changes according to a change in the soil quality of the ground or a change in the groundwater level. However, since the fresh water pressure is used, the supporting force of the trench side wall cannot be changed significantly in response to changes in the water content of the soil, etc. Not always. In addition, when the road has a slope, it is not possible to sufficiently retain the ground at a high position as in the case of bentonite muddy water.

An object of the present invention is to solve the above-mentioned disadvantages and to provide an earth retaining method in open-cut civil engineering work in which earth retaining work can be rapidly performed and earth retaining can be continuously and reliably performed even over long distances. .

[0016]

In the earth retaining method in the open-cut civil engineering work according to the present invention, an excavation trench is excavated from the ground, and one or a plurality of resin tubes are pressurized fluidly following the excavation of the excavation trench. After the drilling groove of one span is completed, the pipe is laid from the tip of the inverted and elongated resin tube, and the laying of the pipe is progressed. Therefore, it is characterized in that the resin tube is pulled back and collected.

It is preferable that the inside of the groove above the inverted and elongated resin tube is filled with fluidized backfill soil.

[0018]

In the present invention, when excavating a digging trench from the ground to lay a pipe, a resin tube longer than the entire length of the pipe to be laid is folded and stored in a pressure vessel installed in a starting shaft. Then, the tip is turned over and inverted and fixed to the outlet of the pressure vessel. When the excavation of the digging groove is started, a pressurized fluid is supplied into the pressure vessel, and the resin tube is invertedly inserted into the digging groove by the fluid pressure of the pressurized fluid. Advance the reversing surface and
The supporting force of the side wall of the excavation groove is secured by the pressure of the pressurized fluid in the groove to maintain the groove shape.

During the excavation of the excavation groove or immediately after the excavation of the excavation groove is completed, the fluidized backfill soil is supplied and filled into the upper groove of the resin tube which has been inverted and elongated by the fluid pressure of the pressurized fluid. return.

[0020]

FIG. 1 is a sectional view showing an embodiment of the present invention. As shown in the figure, a resin tube 2, a pressure vessel 3, and a pressurizing device 4 are used for retaining the excavation groove 1 for laying a pipe.
Having. The resin tube 2 has high mechanical strength and has airtightness and elasticity. For example, cloth or glass fiber coated with synthetic rubber such as polyester urethane rubber, vinyl chloride resin, fluorine resin, or ethylene-vinyl acetate. It is formed of a copolymer, a synthetic resin such as a polyamide resin or polypropylene, or polyvinyl formal fiber.
As shown in the sectional views of FIGS. 2 and 3, the diameter of the resin tube 2 is excavated so that a part of the outer peripheral surface is pressed against the wall surface of the excavation groove 1 when pressurized by applying internal pressure. The width of the groove 1 is about 100 to 130% of the width W, and the length of the resin tube 2 is longer than the entire length of the pipe to be laid.
The resin tube 2 is housed in a pressure vessel 3 in a state of being flattened into a circular shape so as to have a small cross-sectional area. Fix it with 6. The pressure vessel 3 has a guide roller 7 for guiding the resin tube 2 and a motor 8 for winding the resin tube 2 as shown in the top view of FIG. The pressure vessel 3 containing the resin tube 2 is installed in the starting shaft 9 before cutting the excavation groove 1 and connected to the pressurizing device 4 through the flow control valve 10. The pressurizing device 4 supplies pressurized air or pressurized water to the pressure vessel 3.

When cutting the excavation groove 1 while retaining the soil with the resin tube 2, first, as shown in FIG. 1, a pressure vessel in which the resin tube 2 is stored in a starting shaft 9 excavated in advance. 3, the outlet 5 is arranged at a position corresponding to the lower end of the excavation groove 1. Then, excavation of the excavation groove 1 is started using an excavator 11 such as a trencher in accordance with a predetermined pipe route. Simultaneously with or immediately after the start of excavation of the excavation groove 1, a constant pressure, for example, 0.5 to 2.0 kgf /
A fluid such as pressurized air or pressurized water of ² cm ² is supplied to the pressure vessel 3, the tip is turned over, and the resin tube 2 fixed to the outlet 5 of the pressure vessel 3 is expanded by applying an internal pressure to the resin tube 2. The reversing surface 2a of the resin tube 2 is pressed against a guide plate 12 provided on the excavation part of the excavator 11. In this state, when cutting is progressed by the excavator 11, the inverted surface 2a of the resin tube 2 is formed.
Moves forward following the progress of the digging by the fluid pressure applied from the pressurizing device 4. Inverted surface 2 of this resin tube 2
With the advance of a, the resin tube 2 housed in the pressurized container 4 is sequentially pulled out, and the expanded resin tube 2 is pressed against the side wall of the excavation groove 1 as shown in FIGS. . When the reversing surface 2a of the resin tube 2 is advanced in this manner, a pressure detection sensor is provided on the guide plate 12 provided on the excavation part of the excavator 11, and the pressure of the reversing surface 2a detected by the pressure detection sensor is provided. It is preferable to adjust the flow rate of the fluid sent from the pressurizing device 4 by the following method.

The pressure at which the resin tube 2 presses the side wall of the digging groove 1 is determined by the fluid pressure applied from the pressurizing device 4 and becomes, for example, 0.5 to 2.0 kgf / cm ^2. Can be sufficiently secured, and the side wall of the excavation groove 1 can be prevented from collapsing. In addition, since the reversing surface 2a of the resin tube 2 moves forward following the progress of the digging, even if the digging machine 11 such as a trencher digs at a high speed, the digging groove 1 can be retained simultaneously with the digging. It is possible to perform soil retaining work quickly. Further, since the resin tube 2 advances in the inside of the excavation groove 1, the friction between the resin tube 2 and the side wall of the excavation groove 1 is reduced when the reversing surface 2a of the resin tube 2 advances. The resin tube 2 can be installed by easily moving the reversing surface 2a even over a long distance without any influence.

On the other hand, the excavated soil excavated by the excavator 1 is shown in FIG.
As shown in the process diagram, the conveyer 13 sends the material to the fluidization treatment plant 14, where the water and the solidifying material are added to form the fluidized backfill material 15. The surplus soil is on truck 16
Dispose of by Then, the reversal surface 2 follows the progress of digging
When a moves forward and the resin tube 2 expands in the excavation groove 1 and enters the excavation groove 1, as shown in FIG. The formed fluidized backfill material 15 is poured and filled to a certain depth from the ground surface, for example, 500 mm. Thus, the resin tube
The expansion and elongation of the tube 2 and the filling with the fluidized backfill material 15 are performed in accordance with the progress of the excavation of the excavation groove 1, and when the excavation of a predetermined distance progresses, as shown in FIG. The pavement temporary restoration material 17 is rolled out on the upper part of the return material 15, and is temporarily restored by rolling. The resin tube 2 expanded in accordance with the progress of the cutting of the excavation groove 1 is disposed in the excavation groove 1 and the fluidized backfill material 15 is provided on the upper portion of the resin tube 2.
Fill. The fluidized backfill material 15 obtained by adding water and a solidifying material to the excavated soil is mud having a specific gravity of 1.3 to 1.8, so that much more stable earth retaining can be performed as compared with bentonite muddy water and fresh water. In addition, since the fluidized backfill material 15 hardens in a relatively short time, for example, 0.5 hour to 1 day, the management for maintaining the soil retaining action can be made extremely easy. As described above, the present method can reliably support the side wall of the excavation groove 1 and can also use the immediate hardening fluidized backfill material 1.
When using No. 5, temporary restoration work of the road surface can be performed in a short time.

As described above, the reversal surface 2a of the resin tube 2 is advanced while cutting in the excavation groove 1, and when the reversal surface 2a reaches the reaching shaft 18, the pipe laying process is started. In the laying process of the pipe, the motor 8 of the pressurized container 4 is driven while the fluid applying the internal pressure to the resin tube 2 is gradually discharged from the pressurized container 4 to pressurize the resin tube 2. It is sequentially drawn into the container 4. The vertical shaft 1 follows the pulling of the resin tube 2.
Insert the tube suspended in step 8. When inserting the tube,
Towing rod previously inserted into the resin tube 2
The pipe is pulled in by using a pump or pushed in by the reaching shaft 18. In this way, the pipe can be easily laid.

In the above embodiment, one resin tube 2 was used.
Has been described in the case of inflating and extending into the excavation groove 1, but a plurality of resin tubes 2 are simultaneously inflated and extended in the excavation groove 1.
It may be extended.

For example, as shown in FIG. 6, two storage portions 3a and 3b for the resin tube 2 are provided in the pressure vessel 3 vertically, and the resin tubes 21 and 22 are stored in the respective storage portions 3a and 3b. Keep it. Then, as shown in FIG. 7A, when cutting the excavation groove 1, the resin tubes 21 and 22 are simultaneously expanded and extended in accordance with the progress of the cutting. In this manner, the two resin tubes 21 and
As shown in FIG. 8, even if the ground is not self-supporting, the resin tubes 21 and 22 are expanded and expanded.
Only by this, the supporting force of the side wall of the excavation groove 1 can be secured.

When the inverted surfaces of the two resin tubes 21 and 22 have reached the reaching shaft 18, the lower resin tube 21 is pulled into the pressure vessel 3 while being reached, as shown in FIG. The hanging tube 19 is inserted into the hole formed by drawing the resin tube 21 in the shaft 18 and laid. When the pipe 19 is laid from the arrival shaft 18 to the start shaft 9, as shown in FIG. 7 (c), the resin tube 22 on the tube 19 is pulled into the pressure vessel 3 while the resin tube 22 is pulled.
After the tube 22 has been drawn in, the upper part of the tube 19 is backfilled with the fluidized backfill material 15, the temporary restoration material 17 is scattered on the upper part of the fluidized backfill material 15, and the material is rolled and temporarily restored.

[0028]

As described above, according to the present invention, when digging a digging groove from the ground for laying a pipe, pressurizing the folded back surface of the resin tube longer than the entire length of the pipe to be laid beforehand. Reversely insert into the cut groove with the fluid pressure of the fluid,
The reversing surface of the resin tube is advanced by the pressurized fluid following the excavation, and the resin tube to which the internal pressure is applied by the pressurized fluid is pressed against the excavation groove. With the pressure applied from above, the supporting force of the side wall of the excavation groove can be secured and the groove shape can be maintained.

Further, since the resin tube expands due to the pressure of the pressurized fluid and the traveling speed of the reverse surface can be arbitrarily changed according to the supply amount of the pressurized fluid, the reverse surface of the resin tube is excavated. It can be adjusted according to the speed, and even when excavating at high speed using a trencher etc., it can reliably follow the progress of the excavation and make the earth retaining, and the long distance It can be constructed in a short time.

Further, since the resin tube is turned into the excavation groove and advances, the friction between the resin tube and the side wall of the excavation groove is not affected when the reversal surface of the resin tube advances, and the length is long. The resin tube can be installed by easily moving the reversing surface even at a distance.

Further, during the excavation of the excavation groove or immediately after the excavation of the excavation groove is completed, the reversal is performed by the fluid pressure of the pressurized fluid.
Since the fluidized backfill soil can be supplied and filled in the upper groove of the elongated resin tube, temporary restoration of the excavation groove can be quickly performed, and the occupation area by the construction can be reduced in a short time. can do. Therefore, traffic obstacles and the like can be resolved in a short time.

Further, since the resin tube is disposed in the excavation groove by the pressurized fluid for earth retaining, a heavy machine such as a pile driver is not required, and the generation of pollution due to noise and vibration can be prevented.

[Brief description of the drawings]

FIG. 1 is a sectional view showing an embodiment of the present invention.

FIG. 2 is a side sectional view showing an expanded state of the resin tube of the embodiment.

FIG. 3 is a side sectional view showing another expanded state of the resin tube of the embodiment.

FIG. 4 is a top view showing the pressure vessel of the embodiment.

FIG. 5 is a process chart showing a soil retaining process of the above embodiment.

FIG. 6 is a sectional view showing a pressure vessel according to another embodiment.

FIG. 7 is a process chart showing a construction process of another embodiment.

FIG. 8 is a side sectional view showing a retaining state of another embodiment.

FIG. 9 is a perspective view showing a conventional example.

FIG. 10 is a perspective view showing another conventional example.

FIG. 11 is a sectional view showing another conventional example.

FIG. 12 is a sectional view taken along line AA of the conventional example shown in FIG. 11;

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 Drilling groove 2 Resin tube 3 Pressure vessel 4 Pressurizing device 9 Starting shaft 11 Excavator 15 Fluidized backfill material 18 Attained shaft 19 tube

──────────────────────────────────────────────────続 き Continuation of the front page (72) Inventor Hiroshi Ishihara 1-20-1 Shimotani-cho, Tsurumi-ku, Yokohama-shi, Kanagawa Prefecture (56) References JP-A-6-306887 (JP, A) JP-A-6-257153 ( JP, A) JP-A-2-120412 (JP, A) JP-A-3-33580 (JP, A) JP-A-4-336135 (JP, A) (58) Fields investigated (Int. Cl. ⁷ , (DB name) E02D 17/08 F16L 1/00-1/02

Claims (2)

(57) [Claims] An excavation trench is excavated from the ground, and one or a plurality of resin tubes are reversed and extended along a ditches groove by a pressure fluid to follow the excavation progress of the excavation groove to hold the excavation groove wall. And after completion of the excavation of the one-span excavation groove, a pipe is laid from the tip of the resin tube which has been inverted and elongated, and the resin tube is pulled back and collected as the pipe is laid. Earth retaining method in civil engineering work. 2. An earth retaining method in open-cut civil engineering work according to claim 1, wherein the upper groove of the inverted and elongated resin tube is filled with fluidized backfill soil.