JPH05118031A - Constructing method of continuous underground wall - Google Patents

Abstract

PURPOSE:To prevent the disintegration of the ground when a continuous underground wall is constructed, and to reduce an excavation error in the vertical direction and improve reliability of the seal and strength of the mutual joints of the underground walls. CONSTITUTION:Pilot holes 42 are excavated to the ground 40 in the vertical direction in a shape following the form of a continuous underground wall 60, and tabular ditches such as a unit first underground-wall constructing ditch 65A, a unit second underground-wall constructing ditch 66A, etc., are excavated divided plural times in the vertical direction in a shape along a form in the circumferential direction of the continuous underground wall 60 and in a shape that these ditches are communicated mutually in the circumferential direction and one continuous ditch of a first underground-wall constructing ditch 65, a second underground-wall constructing ditch 66, etc., at every pilot hole 42. Concrete is placed into the ditches every time one cylindrical ditch is formed, the underground wall continuing in the circumferential direction of a first underground wall 61, a second underground wall 62, etc., is constructed, and these underground walls are laminated in the vertical direction until the desired shape of the continuous underground wall 60 is formed.

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION The present invention relates to underground storage facilities (compressed air storage facilities (CAES), etc.), subway stations, underground malls, refuse incinerators, sewage treatment plants, etc. The present invention relates to a continuous underground wall construction method for constructing a wall.

[0002]

2. Description of the Related Art Conventionally, in the case of forming such a continuous underground wall, a plurality of times are excavated vertically in a groove shape up to a predetermined depth, and the concrete is excavated in the hole every time one excavation is completed. Is repeated to form a single plate-like underground wall, and a plurality of plate-like underground walls are joined at a vertical boundary surface to construct a continuous underground wall. It was

[0003]

However, in this case, the deeper the underground depth is, the longer it takes to excavate the hole to a predetermined depth. Therefore, during excavation of the hole, the ground around the excavated trench is removed. It was difficult to stably prevent collapse due to pressurization of muddy water over a long period of time. In addition, as the depth of the underground increases, the vertical excavation error in the deeper part increases, so it is difficult to align the underground walls formed at each excavation with the vertical boundary surface. Since the seams are formed in the direction, and the inner walls of the various places cannot be combined in a ring shape and cannot be subjected to stress in the circumferential direction, the sealability and strength reliability of the vertical seams were low. ..

Therefore, in view of the above circumstances, the present invention can prevent the collapse of the excavated ground as much as possible, have a small vertical excavation error, and can improve the reliability of the joint strength between the underground walls. It is an object to provide a continuous underground wall construction method capable of constructing an intermediate wall.

[0005]

That is, the first of the present invention
Of the invention, the pilot hole (42) in the ground (40),
Excavation is carried out in the vertical direction along the shape of the continuous underground wall (60) to be constructed, and the unit underground wall construction groove (65A, 65B, 65C, 65D, 65E) is formed in each continuous pilot hole for each pilot hole. One underground wall building groove (65) is formed at the lowermost part of the continuous underground wall to be built by connecting the unit underground wall building grooves to each other in the circumferential direction along the circumferential shape of the intermediate wall. ) Is formed, and concrete is placed in the underground wall construction groove to construct a unit underground wall (61) that is continuous in the circumferential direction so as to form the lowermost part of the continuous underground wall, and the immediately preceding step The unit underground wall construction groove (66A, 66B, 66C, 66D, 66) is provided at a position immediately above the unit underground wall constructed in 1.
E) is a unit underground wall constructed in the immediately preceding step by connecting the unit underground wall construction grooves in the circumferential direction with the shape of the continuous underground wall to be constructed in the circumferential direction. One on top
First step of forming two underground wall building grooves (66), concrete is placed in the underground wall building grooves formed in the first step to form a unit underground wall (62) continuous in the circumferential direction. The second underground step of constructing a part of the continuous underground wall, the first step and the second step are executed one or more times to construct the continuous underground wall.

The second aspect of the present invention is to excavate a pilot hole (42) in the ground (40) in a vertical direction along the shape of the continuous underground wall (60) to be constructed. , For each of the pilot holes, a unit underground wall building groove is formed along the circumferential shape of the continuous underground wall, and the unit underground wall building grooves are communicated in the circumferential direction. One underground wall building groove is formed on the uppermost part of the continuous underground wall, and concrete is placed in the underground wall building groove to form a unit underground wall continuous in the circumferential direction as the uppermost part of the continuous underground wall. And a unit underground wall construction groove at a position continuous with the unit underground wall immediately below the unit underground wall constructed in the immediately preceding step, in the circumferential direction of the continuous underground wall. Under the unit underground wall constructed in the immediately preceding step by connecting the unit underground wall construction grooves to each other in the circumferential direction. The first step of forming one underground wall building groove, concrete is placed in the underground wall building groove formed in the first step, and the unit underground wall continuous in the circumferential direction is formed into the continuous underground wall. The second step of constructing a part of the above, the first step and the second step are executed one or more times to construct the continuous underground wall.

The third aspect of the present invention is the ground surface (40) having a first pilot hole (42A) along the surface of the ground (60) along the shape of the continuous underground wall (60) to be constructed. 40
a) is excavated in the vertical direction, and a unit underground wall construction groove (44A) is formed for each of the first pilot holes along the circumferential shape of the continuous underground wall, and the unit underground A single underground wall building groove (44) is formed at the uppermost part of the continuous underground wall by communicating the wall building grooves in the circumferential direction, and the shape of the continuous underground wall is defined in the underground wall building groove. A concrete underground wall (64) is formed by placing concrete in the form of forming a second pilot hole (41) which becomes A first step of forming a new first pilot hole so as to communicate with the already formed second pilot hole based on the already formed second pilot hole, the unit underground wall constructed immediately before At a position continuous with the unit underground wall immediately below the unit underground wall construction groove in the circumferential direction of the continuous underground wall. A second step of forming one underground wall construction groove below the unit underground wall constructed immediately before by connecting the unit underground wall construction grooves to each other in the circumferential direction in a form following the shape, A unit continuous in the circumferential direction by placing concrete in the form of a new second pilot hole on the basis of the already formed second pilot hole in the underground wall construction groove formed in the second step. The underground wall is one of the continuous underground walls
The continuous underground wall is constructed by executing the third step of constructing a part, the first step, the second step and the third step one or more times.

The numbers in parentheses are for convenience of showing the corresponding elements in the drawings, and the present description is not limited to the description in the drawings. The same applies to the column of "action" below.

[0009]

With the above construction, the first and second inventions of the present invention are such that the continuous underground wall (60) to be constructed is divided into a plurality of horizontal layers, and each layer has a plate shape. Excavate the unit underground wall construction groove of to communicate with the horizontal circumferential direction 1
One cylindrical underground wall building groove is formed, and concrete is placed in the underground wall building groove to act as a unit underground wall. Further, by excavating the adjacent plate-shaped unit underground wall building grooves so that they communicate with each other in the horizontal circumferential direction with respect to each pilot hole (42), each plate-shaped unit underground wall building groove is horizontal. One cylindrical underground wall construction groove is formed so as to surely communicate with each other in the circumferential direction. Further, a new cylindrical underground wall building groove is formed immediately above or below the unit underground wall constructed in the cylindrical underground wall building groove so as to be continuous with the unit underground wall, and the new underground wall building groove is formed. By constructing the unit underground wall in the hollow cylindrical underground wall construction groove, each unit underground wall acts so as to be surely continuous. The third aspect of the present invention is
In addition to the above actions, the continuous underground wall (6
By forming the second pilot hole (41), which serves as a reference for the shape of (0), in the unit underground wall (44), it is possible to accurately excavate vertically downward with reference to the second pilot hole. Act as you can.

[0010]

Embodiments of the present invention will be described below with reference to the drawings. FIG. 1 is a schematic side sectional view showing an embodiment for constructing a continuous underground wall by the continuous underground wall construction method according to the present invention, and FIG. 1 (a) is a deployable excavator shown in FIG. It is a schematic diagram showing an example of excavating a pilot hole for introducing the. FIG. 4B is a schematic diagram showing an embodiment in which the expansion type excavator shown in FIG. 3 is expanded to start excavation of a ditch. (C) is a first part formed by repeating the work of (b).
It is a schematic diagram showing an example of placing concrete in a trench for constructing an underground wall. (D) is a schematic diagram showing an embodiment in which the deployable excavator shown in FIG. 3 is deployed above the first underground wall constructed in (c) to start excavation of a ditch. ..
(E) is a schematic diagram showing a completed continuous underground wall. FIG. 2 is a diagram showing a usage example of the deployable excavator used in the continuous underground wall construction method shown in FIG. 1, (a)
FIG. 4 is a cutaway side view showing an embodiment for excavating a pilot hole for introducing the deployable excavator shown in FIG. 3.
(B) is a fractured side view showing an embodiment in which the deployable excavator shown in FIG. 3 is introduced into a pilot hole. (C)
FIG. 4 is a cutaway side view showing an embodiment in which the expansion type excavator shown in FIG. 3 is expanded to start excavation of a groove. (D) is
It is a fracture | rupture side view which showed one Example which expanded the expansion | deployment type excavator shown in FIG. 3, and completed excavation of a ditch. FIG. 3 is a diagram showing an embodiment of a deployable excavator used in the method for constructing a continuous underground wall according to the present invention, and FIG. 4 shows another example of the deployable excavator used in the method for constructing a continuous underground wall according to the present invention. Figure showing an example, Figure 5
[Fig. 6] is a schematic side cross-sectional view showing another embodiment for constructing a continuous underground wall by the continuous underground wall construction method according to the present invention, and (a) is the deployable excavator shown in Fig. 6. It is the schematic diagram which showed one Example which excavates the pilot hole for introducing. (B) is a schematic diagram showing an embodiment in which the deployable excavator shown in FIG. 6 is deployed to start excavation of a groove on the uppermost layer of a continuous underground wall to be constructed. (C) is
It is the schematic diagram which showed one Example which pours concrete into a reference | standard underground wall construction groove after the work of (b) is completed.
(D) shows an example in which after constructing the reference underground wall, the pilot hole was formed again by the deploying excavator shown in FIG. 6, and then the excavator was deployed to start excavation of the next groove. It is a schematic diagram. FIG. 6 is a diagram showing still another example of the deployable excavator used in the method for constructing a continuous underground wall according to the present invention, and FIG. 7 is a sectional view of the deployable excavator shown in FIG. 6 taken along the line VII-VII. , Fig. 8
Is a cross-sectional view of the VIII-VIII cross section of the deployable excavator shown in FIG. 7, and FIG. 9 is a diagram showing yet another example of the deployable excavator used in the continuous underground wall construction method according to the present invention. 10 is shown in FIG.
11 is a sectional view of the deployable excavator shown in FIG.
It is the side view which showed the example of the rotary cutting machine applied to the further another development type excavator used for the continuous underground wall construction method by this invention.

As shown in FIG. 3, a deployable excavator 1 which is an embodiment of an excavator used in the method of constructing a continuous underground wall according to the present invention has a length formed in the direction of arrows A and B. The main body 2 has an elongate tubular shape, and the main body 2 is provided with connecting flanges 4 and 4 so as to be connectable and separable. In the main body 2,
A cylindrical reaction force receiver 5 is provided which is larger than the outer diameter of the main body 2 and is concentric. The reaction force receiver 5 has two deployment hydraulic jacks 6, 6. Are provided in parallel so that one ends of the The deployment hydraulic jacks 6, 6 are provided along the main body 2 (in the directions of arrows A and B) so as to be capable of projecting and retracting, and the other ends of the deployment hydraulic jacks 6, 6 are provided with a slide ring 7. Is provided so as to be movable along the main body 2 (in the directions of arrows A and B) while being pivotally attached to the other ends of the deploying hydraulic jacks 6, 6. The slide ring 7 is provided with rod-shaped deploying rods 9 and 9 at positions corresponding to the positions where the deploying hydraulic jacks 6 and 6 are provided by pivotally attaching one ends of the deploying rods 9 and 9, respectively. At the other end of the deploying rods 9 and 9, elongated box-shaped deploying arms 10 and 10, respectively, are provided.
The center portions of 0 and 10 are provided so as to be pivotally attached to the deployment rods 9 and 9. Further, the main body 2 is provided with a deploying bracket 8, and the deploying bracket 8 has the deploying arms 10 and 10 pivotally attached to one ends of the deploying arms 10 and 10 in the directions of arrows P and Q. It is provided so that it can swing freely. That is, when the deploying hydraulic jacks 6 and 6 are driven to project and retract to move the slide ring 7 in the directions of arrows A and B, the deploying arms 10 and 10 are pushed or pulled by the deploying rods 9 and 9, and the arrows are pulled. Deploy and pull in the P and Q directions.

Further, a plurality of rotary cutting machines 20 are provided on the deploying arm 10 so as to be accommodated along the deploying arm 10, and the rotary cutting machines 20 are swingably driven in the directions of arrows R and S. Is. That is, the rotary cutting machine 20 has the swing arm 24, and the swing arm 24 is the spread arm 1.
It is pivotally attached to 0 so as to be swingable in the directions of arrows R and S. A drum cutter 21 is rotatably driven at one end of the swing arm 24, and a swing hydraulic hydraulic jack 23 is pivotally mounted at the other end of the swing arm 24 so as to project and retract. There is. Further, the deployment arm 10 has a mud injection pipe 1 connected to a mud pump 32 shown in FIG.
1 is provided, and the mud-jetting pipe 11 is provided in a form of supplying the mud water supplied from the mud-pump 32 to each rotary cutting machine 20 for lubrication and cooling. A muddy water collecting device 25 is provided below the expansion bracket 8 (direction of arrow B). In the muddy water collecting device 25, a funnel-shaped excavated soil receiver 26 is located above an opening 26a (direction of arrow A). ) To the inner diameter of the pilot hole 42 toward the opening 2
It is provided so that the outer diameter of 6a is substantially matched. Further, the muddy water recovery device 25 is provided with an excavated soil suction port 27 so as to suck in the muddy water together with the excavated soil. Further, below the muddy water recovery device 25 (in the direction of arrow B), the lower stabilizer 3 fits inside the pilot hole 42.
The outer diameter of the lower stabilizer 3 is substantially equal to that of the lower stabilizer 3. A plurality of rollers 3a are rotatably provided around the lower stabilizer 3 in the lower stabilizer 3. Further, inside the main body 2, a hydraulic pipe 17 for supplying a hydraulic pressure from a hydraulic source (not shown) to the expansion hydraulic jack 6 and the swing hydraulic jack 23, and a mud injection pipe 11 are connected to the rotary cutting device. A mud pipe 18 for supplying muddy water to the machine 20 and a drain pipe 19 for discharging the excavated soil and muddy water sucked and collected by the muddy water collecting device 25 are provided. As shown in (c) of FIG. 2, the muddy water is supplied from the mud sending pump 33 through the mud sending pipe 18, supplied to the rotary cutting machine 20, and then through the drainage pipe 19. At the same time, it is sucked by the suction pump 32. The muddy water containing the excavated soil is separated into the muddy water and the excavated soil by the dewatering sieve 34, and the muddy water is sent again to the mud pump 3
3 is supplied to the rotary cutting machine 20. Mud is used in such a series of cycles.

Since the deployable excavator 1 has the above-described structure, when excavating using the deployable excavator 1, first, the pilot hole 42, which is a vertical shaft into which the deployable excavator 1 is introduced, is formed. Build. That is, as shown in FIG. 2A, the drill 35 is suspended by the crawler crane 30,
5 is a rotary table 3 which can freely rotate the shaft portion 35a
Fix it so that it fits in 1. Then, while supplying muddy water, the rotary table 31 is driven to rotate and the drill 3
5 is rotated to excavate the ground 40 vertically downward (direction of arrow B), the excavated soil is sucked together with the mud by the suction pump 32, and the mud containing the excavated soil is separated into the mud and the excavated soil by the dewatering sieve 34, The pilot hole 42 is excavated by a reverse construction method in which the separated mud water is supplied by the mud pump 33 again. Then, the excavated pilot hole 42 is filled with muddy water to pressurize the ground 40 around the pilot hole 42 with muddy water, thereby preventing the ground 40 from collapsing. After drilling the pilot hole 42 to a predetermined depth with the drill 35, the drill 35 is pulled out from the pilot hole 42, and then the deployable excavator 1 is mounted on the deployable arms 10 and 10 as shown in FIG. 2B. 2 is suspended by the crawler crane 30 in a state of being drawn along the shape of 2, and is introduced into the pilot hole 42, and the main body 2 is fixed by being fitted into the rotary table 31 which can be rotationally driven. At this time, in the ground 40 around the pilot hole 42, so that the main body 2 can dig vertically downward (direction of arrow B) without swinging,
A plurality of annular stabilizers 37, 37 are provided so that the main body 2 can slide. In addition, the deployment arms 10, 1
Rotary cutting machine 2 provided at 0 tip portions 10a, 10a
0 and 20 are the top X of the plate-shaped groove 59 to be formed
Position so that it is located at 1. Next, the case of vertically excavating and constructing a plate-shaped groove 59 in the ground using the present excavator 1 will be described. As shown in FIG. Rotate the machine 20 to turn the ground 4
While excavating 0, the deploying arms 10, 10 are fully deployed in the direction of the arrow Q via the deploying hydraulic jack 6, the slide ring 7, etc., so that the width of the deploying arms 10, 10 is approximately the same width. It is possible to dig while forming 59. Further, as shown in (d) of FIG.
When 0 and 10 are completely developed in the direction of the arrow Q, the plate-shaped groove 59 is formed by digging up to the maximum depth of the pilot hole 42 that was initially drilled vertically downward (the direction of arrow B).
It is possible to form the groove 59 to a depth corresponding to the lowermost portion X3. As described above, the plate-shaped groove 59 can be formed by excavating the expandable excavator 1 once.

Therefore, when the deployable excavator 1 is used in the method for constructing a continuous underground wall according to the present invention, the continuous underground wall 60 is constructed in the following procedure. First, as shown in FIG. 1 (a), the continuous underground wall 60 to be constructed from now is formed in a vertical direction (arrow B direction) along a shape (in the embodiment shown in FIG. 1, a cylindrical shape). Plural pilot holes 42 are drilled at a predetermined interval L from the ground surface 40a to the construction depth H. That is, as described above, in the pilot hole 42, the drill 35 shown in (a) of FIG. As shown in 1 (a),
It is formed by excavating the ground 40 in the vertically downward direction (direction of arrow B) to the building depth H. At this time, the excavated soil is sucked together with the muddy water by the suction pump 32 shown in FIG.
0 is pressurized with muddy water to prevent the ground 40 from collapsing. In this way, when the required number of pilot holes 42 having the construction depth H have been drilled, as shown in FIG.
The continuous underground wall 60 to be constructed from now on is the lowest layer in the horizontal direction between the construction depth H and the starting point depth H1, the starting point depth H1.
From the second horizontal layer from the start point depth H2 to the top horizontal layer from the start point depth HX to the ground surface, etc. Then, the cylindrical underground wall forming the continuous underground wall 60 (the cylindrical continuous underground wall 60 having the construction depth H is sliced into
A cylindrical underground wall having a height ΔH that forms a part of the continuous underground wall 60, provided that the lowermost layer has a height ΔH−α and the uppermost layer has a height ΔH.
H + α. ) Is constructed by stacking each layer from the bottom layer. Then, in order to construct these underground walls, a substantially cylindrical groove for placing concrete is formed in each layer. Therefore, first, in order to form a cylindrical groove for constructing the first underground wall 61 formed in the lowermost layer,
As shown in FIG. 2B, the deployable excavator 1 is introduced into the pilot holes 42 in a state where the deployable arms 10 and 10 are retracted along the main body 2. Then, as shown in FIG. 1 (b), the excavator 1 divides the circumferential direction into a plurality of times (corresponding to the number of pilot holes 42) of the plate-shaped grooves 65A and 65B having the same depth. Excavation is performed by connecting 65C, 65D, and 65E to form one cylindrical groove 65 of the same depth.
Are formed in the horizontal circumferential direction. The excavation operation of the groove 65 by the expansion type excavator 1 may be performed concurrently with the excavation operation of the pilot holes 42, without waiting for the completion of the excavation of all the pilot holes 42.

The excavation operation of the groove will be described in detail below.
The tip portion 10 of the deploying arms 10 and 10 shown in FIG.
a, 10a, one of the plurality of pilot holes 42 shown in FIG.
One pilot hole 42 (center in the figure) is positioned at the starting point depth H1 of the unit first underground wall construction groove 65A to be formed (hereinafter, the tip end portion 10a of the deploying arm 10, 10).
Positioning the rotary cutting machines 20, 20 provided in 10a at predetermined positions is referred to as "positioning". ).
Then, as shown in FIG. 2C, the rotary cutting machine 20 of the expansion type excavator 1 is driven to rotate, and muddy water is supplied to the drum cutter 21 from the mud injection pipe 11 while the ground 4 is being supplied.
While excavating 0, the deploying arms 10 and 10 are deployed in the direction of arrow Q corresponding to the width W1 of the unit first underground wall constructing groove 65A shown in FIG. 65
Excavation is performed vertically downward (direction of arrow B) to the construction depth H of the continuous underground wall 60 which is the end point depth of A, and one unit first underground wall construction groove 65A is formed. The excavated soil generated by the excavation is discharged to the outside of the pilot hole 42 together with the muddy water by the muddy water collecting device 25 provided below the deploying arms 10 and 10. Next, with the deploying arms 10 and 10 retracted, the deployable excavator 1 is hoisted vertically upward (direction of arrow A) by the crawler crane 30 shown in FIG. 2D, and the unit first underground wall It is taken out from the pilot hole 42 in which the building groove 65A is formed. Here, in order to prevent the ground 40 from collapsing due to the formation of grooves, grooves are formed for every other pilot hole 42. That is, one of the pilot holes 42 in which the unit first underground wall building groove 65A is formed is provided in the new pilot hole 42 (left side in FIG.
The deployable excavator 1 is introduced with 0 being pulled in. Then, similarly to the above, after positioning at the starting point depth H1 of the unit first underground wall building groove 65B to be formed, which is shown in FIG. 1B, the rotary cutting machine 20 is driven to rotate again and the ground 4
While digging 0, the deploying arms 10 and 10 are deployed in the direction of the arrow Q to the width W1 of the unit first underground wall building groove 65B, and vertically downward to the building depth H of the continuous underground wall 60 (arrow The unit first underground wall construction groove 65B is formed by excavating in the B direction).

In this way, for every other pilot hole 42, when a groove is formed by excavating vertically downward (direction of arrow B) from the starting point depth H1 of the pilot hole 42 to the construction depth H, Next, with respect to the pilot holes 42 in which every other skipped groove is not formed, the grooves are formed by vertically excavating from the starting point depth H1 of the pilot holes 42 to the construction depth H (direction of arrow B). To do. For example, as shown in (b) of FIG. 1, after excavating the unit first underground wall construction groove 65B, the groove is formed for every other pilot hole 42 in the clockwise direction to form the unit first underground wall. After forming the inner wall building groove 65C, the unit first underground wall building groove 65A and the unit first
Pilot hole 42 located between the underground wall construction groove 65C
With respect to the pilot hole 42, the unit first underground wall building groove 65D is formed by vertically excavating from the starting point depth H1 of the pilot hole 42 to the building depth H (direction of arrow B). Then, the unit first underground wall building groove 65A and the unit first underground wall building groove 65C are
It communicates in the horizontal circumferential direction via the first underground wall construction groove 65D. Further, with respect to the pilot hole 42 located between the unit first underground wall building groove 65A and the unit first underground wall building groove 65B, a vertical downward direction from the starting point depth H1 of the pilot hole 42 to the building depth H Excavation is performed in the (arrow B direction) to form the first underground wall construction groove 65E. Then, the unit first underground wall building groove 65A and the unit first underground wall building groove 65B are the unit first
It communicates in the horizontal circumferential direction via the underground wall construction groove 65E.
Similarly, for every other pilot hole 42 that is skipped clockwise, a groove is formed by digging vertically downward (direction of arrow B) from the starting point depth H1 of the pilot hole 42 to the building depth H. , The already formed groove is communicated. In this way, the cylindrical first underground wall building groove 65 as shown in FIG. 1B is formed.

Next, as shown in FIG. 1C, concrete is built in the first underground wall building groove 65 having a cylindrical shape from the building depth H to a depth slightly deeper than the starting point depth H1 (direction of arrow B in the figure). ), And the first underground wall 61 having a height ΔH−α that forms the lowermost underground wall of the continuous underground wall 60 is constructed. That is,
The concrete in the first underground wall building groove 65 is the ground of the second underground wall building groove 66 portion which corresponds to the second layer of the continuous underground wall 60 formed next on the first underground wall 61. As a space in which the deployable excavator 1 can descend so as to completely excavate 40, a moving space 69 having a height α is formed above the first underground wall 61 (direction of arrow A in the figure). Set up. Next, after the concrete in the first underground wall construction groove 65 has solidified, again,
In the same manner as when the deployable excavator 1 was introduced into the pilot hole 42 and the first underground wall construction groove 65 was formed as shown in (d) of FIG. 1, above the first underground wall 61 ( A second underground wall building groove 66 is formed in a cylindrical shape substantially similar to the first underground wall building groove 65 in the direction of arrow A in the figure. That is, the deploying arm 1
One of the plurality of pilot holes 42 shown in (d) of FIG. 1 has a rotary cutting machine 20, 20 provided at the tip portions 10a, 10a of 0, 10 in one pilot hole 42 (center in the figure). Unit second underground wall construction groove 66A to be formed from this
Position at the starting point depth H2. Then, while rotating the rotary cutting machine 20 and excavating the ground 40 while supplying muddy water to the drum cutter 21 from the mud jetting pipe 11, the deploying arms 10 and 10 are used as the unit second underground wall building groove 6
It is expanded in the direction of arrow Q corresponding to the width W1 of 6A, and vertically downward (arrow B
Direction) to form one unit second underground wall construction groove 66A. The excavated soil generated by the excavation is discharged to the outside of the pilot hole 42 together with the muddy water by the muddy water collecting device 25 provided below the deploying arms 10 and 10. Next, with the deploying arms 10 and 10 retracted, the deployable excavator 1 is hoisted vertically upward (direction of arrow A) with the crawler crane 30 shown in FIG. The unit second underground wall building groove 66A shown in FIG. Then, the deployment excavation is performed with the deployment arms 10 and 10 retracted into a new pilot hole 42 (left side in FIG. 1) that is one of the pilot holes 42 in which the unit second underground wall construction groove 66A is formed. Machine 1 is introduced. Then, similarly to the above, the unit second underground wall construction groove 66B to be formed from now on
After the positioning is performed at the starting point depth H2, the rotary cutting machine 20 is rotationally driven again to excavate the ground 40, and the deploying arms 10 and 10 are set to the width W1 of the unit second underground wall building groove 66B.
It is considerably expanded in the direction of the arrow Q, and the first underground wall construction groove 65 is formed.
To the vertical direction (arrow B direction) until it completely communicates with the unit second underground wall construction groove 66B.

In this way, for every other pilot hole 42, from the starting point depth H2 of the pilot hole 42 to the first
After excavating vertically downward (arrow B direction) until completely communicating with the underground wall constructing groove 65, and forming grooves, then about every other pilot hole 42 that has not been formed, From the starting point depth H2 of the pilot hole 42 to the complete communication with the first underground wall construction groove 65, the vertical downward direction (arrow B
Direction) to form a trench. For example, in FIG.
As shown in FIG. 6, after excavating the unit second underground wall building groove 66B, the groove is formed for every other pilot hole 42 in the clockwise direction to form the unit second underground wall building groove 66C. When finished, next, the unit second underground wall construction groove 66A and the unit second
Pilot hole 42 located between the underground wall construction groove 66C
The first depth from the starting point depth H2 of the pilot hole 42
The unit second underground wall building groove 66D is formed by excavating in the vertical downward direction (direction of arrow B) until it completely communicates with the underground wall building groove 65. Then, the unit second underground wall building groove 66A and the unit second underground wall building groove 66C are the unit second underground wall building groove 66
Communicate via D. Furthermore, the unit second underground wall construction groove 66
Regarding the pilot hole 42 located between A and the unit second underground wall building groove 66B, the vertical downward direction (from the starting point depth H2 of the pilot hole 42 to the first underground wall building groove 65) Excavation is performed in the direction of arrow B) to form the unit second underground wall construction groove 66E. Then, the unit second underground wall construction groove 6
6A and the unit first underground wall building groove 66B communicate with each other via the unit second underground wall building groove 66E. Similarly, with respect to every other pilot hole 42 that is skipped clockwise, the vertical downward direction (direction of arrow B) until the starting hole depth H2 of the pilot hole 42 is completely communicated with the first underground wall construction groove 65. Excavated into the groove to form a groove in the circumferential direction, and the first underground wall construction groove 6
5 and the already formed groove located in the circumferential direction. In this way, the cylindrical second
The underground wall building groove 66 is formed. Next, similarly to the first underground wall 61, concrete is poured into the second underground wall building groove 66 from the concrete placing surface of the first underground wall 61 at a starting point depth H2.
It is driven to a position slightly deeper (in the direction of arrow B in the figure), and then it is developed so that the ground 40 of the underground wall building groove portion formed above the second underground wall building groove 66 can be completely excavated. Excavator 1
A second underground wall 62 having a height ΔH, which forms an underground wall corresponding to the second layer of the continuous underground wall 60, is constructed so as to form a space in which the descent can occur.

By repeating the above-mentioned work, each of the horizontal layers constituting the continuous underground wall 60 to be constructed is vertically laminated from the starting point depth HX to the uppermost layer from the ground surface. By constructing the underground wall, as shown in (e) of FIG. 1, the vertical direction (arrow A, B direction)
A seamless continuous underground wall 60 is constructed. Therefore, the continuous underground wall to be constructed from now on will have a plurality of horizontal heights ΔH.
1 is divided into small layers, and a single plate-shaped groove having a height ΔH and a width W1 is drilled in each layer so as to communicate with each other in the horizontal circumferential direction.
By forming two cylindrical grooves with a height of ΔH and constructing an underground wall, the same excavation ground is exposed to mud water only at the maximum while the cylindrical groove with a height of ΔH is formed. can do. Therefore, a single plate-shaped groove having a width W1 is excavated at a stretch from the ground surface 40a to the building depth H of the continuous underground wall to form a plate-shaped groove having a height H. The time required for excavation per cylindrical groove is significantly reduced as compared with the conventional method in which the cylindrical grooves having the depth H are communicated with each other in the circumferential direction to excavate at once to construct the underground wall. .. Therefore, the time at which the ground at the same location around the excavated trench is exposed to muddy water can be greatly shortened, and the collapse of the soil around the excavated trench is prevented as much as possible. Also,
Adjacent plate-shaped grooves 65A, 65B, 65C, so as to communicate in the horizontal circumferential direction with respect to each pilot hole 42,
By excavating 65D, 65E, etc., the plate-shaped grooves are surely communicated in the horizontal circumferential direction to form one cylindrical groove 65, etc. Further, a new cylindrical groove is formed immediately above the underground wall constructed in the cylindrical groove so as to be continuous with the underground wall with the same pilot hole 42 as a reference, and the new cylindrical groove is formed. By constructing underground walls in each area, the middle walls of each area are surely continuous. Therefore, since there is no vertical seam and it is possible to construct a continuous underground wall in which each of the intermediate walls is continuous in the vertical direction, the continuous underground wall to be finally constructed has sealing property and strength reliability. Can be improved. In the above-described embodiment, the deploying arms 10 and 10 are provided so as to deploy from the main body 2 in a fan shape in the directions of the arrows P and Q, but they may be deployed in any manner as long as they extend from the main body 2. For example, you may expand so that it may project perpendicularly with respect to the main body 2. Further, in the above-described embodiment, the rotary cutting machine 20 is provided below the deploying arms 10 and 10 (direction of arrow B in FIG. 3), and the deploying arms 10 and 10 are vertically downward (direction of arrow B in FIG. 3). Although it is provided so as to expand in a fan shape in the directions of arrows P and Q and excavate downward in the vertical direction, the rotary cutting machine 20 may be provided in any manner as long as it is overhanging from the main body 2 and excavated. As shown in FIG. 4, the rotary cutting machine 20 is provided above the deploying arms 10 and 10 (direction of arrow A in FIG. 4), and the deploying arms 10 and 10 extend vertically upward (direction of arrow A in FIG. 4) by arrow P, It may be provided so as to expand in a fan shape in the Q direction and excavate upward in the vertical direction. However, in this case, the starting point for starting the excavation is different from the case of the above-described deployable excavator 1, and for example, in the above-described embodiment, when excavating the lowermost layer, the starting point depth H1 is used instead of the starting point depth H1. When positioning to the construction depth H corresponding to the excavation end position and excavating the next second layer, the starting point depth H2
Instead, the excavation is started by positioning in the moving space 69 above the first underground wall 61 corresponding to the end position of the excavation in the above-described embodiment and digging up. Furthermore, in the above-described embodiment, the underground wall is constructed by stacking the underground wall by digging vertically from the bottom layer of the continuous underground wall 60 at the construction depth H, but it is divided into a plurality of horizontal layers. Then, the underground wall may be constructed, and for example, the underground wall may be laminated by digging vertically downward from the uppermost layer on the surface side. Furthermore, in the above-mentioned embodiment, only the continuous underground wall 60 is constructed, but the ground 40 surrounded by the constructed continuous underground wall 60 is reinforced by the constructed continuous underground wall 60. It goes without saying that it is possible to construct a storage space by excavating. Further, in the embodiment described above, the continuous underground wall 60
However, depending on the desired shape of the storage space or the like, it goes without saying that the continuous underground wall 60 may not be constructed up to the surface 40a and may be constructed halfway in the ground.

Still another deployable excavator 1B used in another continuous underground wall construction method according to the present invention is constructed as follows. That is, as shown in FIG. 6, in the further deployable excavator 1B, the deploying arms 10 and 10 are deployed on the main body 2 in the arrow P and Q directions in the vertically upward direction (arrow A direction). Are provided on the deploying arms 10, 10
The rotary widening cutting machine 20A is installed on the upper side of the deployment arm 10
A plurality of pieces are provided along the line. Rotary widening cutting machine 20
As shown in FIG. 7, A is swingable in the directions of arrows R and S so as to project beyond the width W2 of the deploying arm 10.
That is, the rotary widening cutting machine 20A has a swinging hydraulic jack 23 that can be driven to project and retract in the directions of arrows C and D that are substantially perpendicular to the longitudinal direction of the deploying arm 10, One end of the jack 23 is pivotally attached to the deploying arm 10 as shown in FIG. Further, as shown in FIG. 7, a swing transmission bar 24A parallel to the longitudinal direction of the deploying arm 10 is provided at the other end of the swing hydraulic jack 23 in a projecting and retracting direction of the swing hydraulic jack 23 (arrows C and D). Direction), and at both ends of the swing transmission bar 24A, a rod 2 which can be driven backward and projecting in directions E and F which are directions perpendicular to the longitudinal direction of the deploying arm 10.
The widening hydraulic jacks 22 and 22 having 2a are vertically pivoted through the side surfaces of the widening hydraulic jacks 22 and 22. As shown in FIG. 8, one end of each widening hydraulic jack 22 is pivotally attached to the deploying arm 10 so as to form a swing axis CT1 so as to be rotatable in the directions of arrows T and U. A twin drum cutter 21A is rotatably driven at the tip of the rod 22a of 22. Therefore, in the rotary widening cutting machine 20A, one set of the widening hydraulic jacks 22 and 22 and the twin drum cutters 21A and 21A move the swinging hydraulic jack 23 in the directions of the arrows C and D so that the swinging shaft CT1. The twin drum cutters 21A and 21A can be excavated by swinging in the directions of the arrows R and S around the center and projecting laterally beyond the width W2 of the deploying arm 10. Further, the twin drum cutter 21A is further expanded by retracting the widening hydraulic jack 22 in the arrow E and F directions.
It is possible to excavate laterally with a width W2 of 0 or more.

Further, as shown in FIG. 6, a muddy water collecting device 25 is provided below the expansion bracket 8 (direction of arrow B), and the muddy water collecting device 25 sucks the muddy water together with the excavated soil. The excavated soil suction port 27 is provided so that the opening portion faces downward (direction of arrow B). Further, below the muddy water recovery device 25 (direction of arrow B), the rotary widening cutting machine 1
2 is provided below the main body 2 (in the direction of arrow B), and the rotary widening cutting machine 12 has a swing shaft CT2.
It is possible to swing and drive in the directions of arrows T and U around the center. That is, the rotary widening cutting machine 12 has the swing arm 14, and at one end of the swing arm 14, the swing gear 16 forming the swing axis CT2 is oppositely swung. It is provided so as to mesh with the swinging gear 16 of the moving arm 14.
The twin drum cutter 13 is attached to the other end of the swing arm 14.
Are rotatably driven and oscillate facing each other 1
Between the pair of swing arms 14 and 14, the swing hydraulic jacks 15 project to the swing arms 14 and 14 in the directions of arrows G and H which are horizontal (directions perpendicular to the directions of arrows A and B). It is pivotally attached so that it can be driven backward. Therefore, the rotary widening cutting machine 12 causes the swinging hydraulic jack 15 to project and retract in the directions of the arrows G and H to swing the swinging arms 14 and 14.
And the twin drum cutters 13, 13 swing about the swing axis CT2 in the directions of the arrows T and U, and the deployment arm 10,
10 and the swing arms 14, 14 are excavated by projecting to a widened diameter C1 more than the minimum width C0 (shown in (a) of FIG. 5) of the deployable excavator 1B in a state of being drawn along the main body 2. be able to. After that, the minimum width C of the deployable excavator 1B
The state of 0 is, as shown in FIG.
When the twin drum cutters 21A and 21A are retracted to the deploying arm 10 side by retracting 2 and 22 in the arrow F direction and retracting the swing hydraulic jack 23 in the arrow D direction, the deploying arms 10 and 10 are retracted. It is pulled in along the main body 2 and, as shown in FIG. 6, the rotary widening cutting machines 12, 12 provided below the main body 2 are used to swing the hydraulic jacks 15.
Back in the direction of arrow G to move the twin drum cutter 13,
A deployable excavator 1B as shown in FIG. 5 (a) in which the swinging arms 14, 14 are retracted along with the main body 2 together with 13.
Indicates the state of. In addition, the minimum width C0 of the deployable excavator 1B
Shows the width of the widest part in the state of FIG. 5A in which the deploying arm 10, the swinging arm 14 and the like are stored so that the deployable excavator 1B has a minimum width.

Therefore, when the deployable excavator 1B is used in another method for constructing a continuous underground wall according to the present invention, the continuous underground wall 60 is constructed in the following procedure. Basically, as described above, the continuous underground wall 60 to be constructed is vertically divided into a plurality of horizontal layers between the ground surface and the construction depth H to form the continuous underground wall 60. A cylindrical underground wall is constructed by stacking each layer from the top layer. Characteristic is
First, the uppermost layer is an underground wall (which has a highly accurate reference pilot hole serving as a vertical measurement reference position in the underground wall) that serves as a reference for the shape of the continuous underground wall 60 to be constructed. Is to build. First, as shown in (a) of FIG. 5, in a shape along the vertical direction (direction of arrow B) of the shape of the continuous underground wall 60 to be constructed, the widening diameter C1 of the minimum width C0 or more of the deployable excavator 1B is increased. The expanded pilot holes 42A that form the holes are formed at a predetermined distance L from the ground surface 40a to a predetermined depth H '.
Excavate up to. That is, the deployable excavator 1B in the state of the minimum width C0 of the deployable excavator 1B is suspended by the crawler crane 30 shown in FIG. The twin drum cutters 13 and 13 of the rotary widening cutters 12 and 12 of the excavator 1B are rotationally driven, and the swinging hydraulic jack 15 is driven to project and retract in the directions of arrows G and H so that the swinging arms 14 and 14 are twinned. The drum cutters 13 and 13 are swung in the directions of arrows T and U up to the widening diameter C1, and the rotary table 31 fixing the main body 2 of the deployable excavator 1B is rotationally driven to move the rotary table 31 (FIG. 5A). As shown in FIG. 1, the main body 2 is rotated about the vertical axis in the directions of arrows V and W to increase the width C1.
The expanded pilot hole 42A is drilled. Then, the diameter-expanded pilot hole 42A is formed in the ground 40 vertically downward (direction of arrow B) from the ground surface to a predetermined depth H '(or the diameter-expanded pilot hole 42A is shown in FIG. 2A). As shown, the drill 35 may be suspended by the crawler crane 30, and the rotary table 31 may be rotationally driven while supplying muddy water to rotate the drill 35 for excavation. At this time, the excavated soil is sucked together with the muddy water by the suction pump 32 shown in FIG. 2B, and the ground 40 around the excavated expanded pilot hole 42A is pressurized with the muddy water to prevent the ground 40 from collapsing. To prevent.

When the necessary number of the expanded pilot holes 42A having the predetermined depth H'have been drilled in this way, as shown in FIG. 5B, the continuous underground wall 60 to be constructed from now on.
In order to construct the underground wall 64 that serves as a reference for the shape of the above, a substantially cylindrical groove for placing concrete is formed in the uppermost layer. Therefore, first, in order to form a substantially cylindrical groove for constructing the underground wall 64 formed in the uppermost layer, the expansion type excavator 1B is set to the minimum width C0 of the expansion type excavator 1B. It is introduced into the expanded pilot hole 42A. Then, as shown in FIG. 5B, the plate-shaped groove 44A having the same depth is divided into a plurality of times in the circumferential direction (corresponding to the number of the expanded pilot holes 42A) by the excavator 1B. Excavation is performed in the form of being connected, and one cylindrical groove 44 having the same depth is formed in the horizontal circumferential direction. In addition, the excavation operation of the groove 44 by the expansion type excavator 1B may be performed concurrently with the excavation operation of the expanded pilot holes 42A without waiting for completion of excavation of all the expanded pilot holes 42A. good.

The excavation operation of the groove will be described in detail below.
As shown in (b) of FIG. 5, the rotary cutting machines 20A, 20A of the deploying arms 10, 10 are installed in one of the plurality of diameter expansion pilot holes 42A in the diameter expansion pilot hole 42A (center in the figure). After positioning at the bottom of the predetermined depth H ′, as shown in FIG. 8, the twin drum cutters 21A and 21A of each rotary widening cutting machine 20A provided on the deploying arm 10 are rotationally driven to rotate the widening cutting machine 20A. The widening hydraulic jacks 22 and 22 are projected in the arrow E direction, and the swinging hydraulic jack 23 is projected in the arrow C and D directions to widen the hydraulic jacks 22 and 22 and the twin drum cutter 21.
A and 21A in the directions of arrows R and S, the width W2 of the deploying arm 10
As shown in (b) of FIG. 5, while rocking so as to project above and excavating the ground 40 while supplying muddy water from the mud-jetting pipe 11 to the twin drum cutter 21A,
The deploying arms 10 and 10 are deployed in the arrow P direction corresponding to the width W1 of the unit widening groove 44A, and are vertically excavated (arrow A direction) to the ground surface which is the end point depth of the unit widening groove 44A,
One unit widening groove 44A is formed. The excavated soil generated by the excavation is discharged to the outside of the diameter-expanding pilot hole 42A together with the muddy water by the muddy water collecting device 25 provided below the deploying arms 10 and 10. Next, the deployable excavator 1B in the state of the minimum width C0 of the deployable excavator 1B is shown in FIG.
In order to prevent the ground 40 from being collapsed by hoisting in the vertical direction (arrow A direction) by the crawler crane 30 as shown in FIG. Expanded pilot hole 42A
Then, the deployable excavator 1B is introduced with the deployable arms 10 and 10 retracted. Then, after positioning at the bottom of the expanded pilot hole 42A at the predetermined depth H'as described above, the rotary cutting machine 20A is again driven to rotate and swing to excavate the ground 40, and the deployment arm 10, 10 is expanded in the direction of arrow P to correspond to the width W1 of the unit widening groove 44A,
The unit widening groove 44A is formed by vertically excavating to the surface of the earth which is the end point depth of the unit widening groove 44A (direction of arrow A). In this way, every other diameter expansion pilot hole 4
After forming the unit widening groove 44A for every 2A, the pilot holes 42 in which no grooves are formed are skipped every other unit.
Similarly for A, a unit widening groove 44A is formed,
The already formed unit widening groove 44A is communicated in the horizontal circumferential direction to form the cylindrical widening groove 44.

Next, as shown in FIG. 5C, the reference pilot hole 41 is set to a vertical reference position at the substantially same position where the expanded pilot hole 42A is excavated in the cylindrical wide groove 44. As described above, a plurality of steel pipes or the like having an inner diameter C2 (C1>C2> C0) are provided at a predetermined interval L so as to be positioned with high accuracy, concrete is placed in the positioned state, and the continuous underground wall 60 constructed from this is constructed. The underground wall 64 that is the uppermost layer and serves as a reference is constructed. Next, after the concrete has solidified, the deployable excavator 1B is again introduced into the reference pilot hole 41 in the minimum width state, and the reference pilot hole 41 is used as a positioning reference as shown in FIG. 5D. By using the cutter 13, the enlarged diameter pilot hole 42A is drilled vertically downward by the cutter 13 to a predetermined depth below the underground wall 64. Then, the rotary cutting machines 20A, 20 for the deployment arms 10, 10
At the drilling end point of the expanded pilot hole 42A,
While rotating and driving, the swing arm is driven to swing in the directions R and S in FIG. 8 corresponding to the widening diameter C1 which is equal to or larger than the width W2 of the deploying arm 10 and the mud water is supplied to the twin drum cutter 21A from the mud sending pipe 11 to the ground 40. Deploying arm 1 while excavating
0 and 10 are developed in the direction of arrow P corresponding to the width W1 of the unit widening groove 44A, and are vertically excavated to the bottom portion 64a of the underground wall 64 (direction of arrow A) to form one unit widening groove 44A. The excavated soil generated by the excavation is the deployment arm 1
The muddy water collecting device 25 provided below 0 and 10 discharges the muddy water to the outside of the expanded pilot hole 42A together with the muddy water. Similarly, after forming the unit widening groove 44A for every other diameter-expanding pilot hole 42A, then forming the unit widening groove 44A for the pilot hole 42A in which no other skipped groove is formed. Then, the unit widening groove 44 already formed
A is made to communicate in the horizontal circumferential direction to form a cylindrical widening groove 44. In this way, by constructing the widening groove 44 on the basis of the already formed highly accurate reference pilot hole 41, it becomes possible to excavate the widening groove 44 with high accuracy.
Then, after forming the widening groove 44, the deployable excavator 1
A steel pipe having an inner diameter C2 having a diameter larger than the minimum width C0 of B and capable of passing through the reference pilot hole 41 is loaded from the reference pilot hole 41 into the widened groove 44 formed, and the loaded steel pipe is loaded into the reference pilot hole 41. Based on the reference, the reference pilot hole 41 is positioned so as to communicate with the reference pilot hole 41, the reference pilot hole 41 is extended, concrete is placed in that state, and the second underground wall 64 of the continuous underground wall 60 to be constructed It is constructed by connecting it to the concrete placing surface of the underground wall 64 in the vertically downward direction (direction of arrow B). At this time, the steel pipe communicating with the reference pilot hole 41 can be used as the reference pilot hole 41 when constructing the third underground wall 64 constructed below the second underground wall 64. Also,
The steel pipes that form the reference pilot holes 41 of the inner wall 64 of each place are successively loaded and used in a reduced diameter form. (However, the minimum width C0 of the deployable excavator 1B or more)

By repeating the above-mentioned work, for each layer in the horizontal direction which constitutes the continuous underground wall 60 to be constructed, the underground walls 64 are laminated vertically downward from the ground surface to the construction depth of the continuous underground wall 60. To construct a continuous underground wall 60. Therefore, in addition to the effects described above, the deployment arms 10, 1
Deployable excavator 1 with 0 pulled in along the main body 2
Rotary widening cutting machine 12 capable of swinging over the minimum width C0 of B
Is provided below the excavator 1B, so that the expanded pilot hole 4 having a diameter equal to or larger than the minimum width C0 of the excavator 1B.
Since 2A can be excavated, a sheath pipe such as a steel pipe whose diameter is successively reduced can be carried in. Further, it is also possible to introduce the excavator 1B into the pilot hole 42 having the minimum width C0 of the conventional deployable excavator 1B to form a widening groove having a width larger than that. Further, the middle wall 64 is constructed in such a manner that the highly accurate reference pilot hole 41 that serves as the vertical measurement reference position is provided, and below each of the reference pilot holes 41 so as to communicate with each other in the horizontal circumferential direction. Plate-shaped groove 4
By excavating 4A, each plate-shaped groove is guided by the reference pilot hole 41, and reliably communicates in the horizontal circumferential direction to form one cylindrical groove 44. Further, directly below the underground wall 64 constructed by placing concrete in the cylindrical groove, a shape that is continuous with the underground wall 64 with the reference pilot hole 41 formed in the underground wall 64 as a reference. By forming a new cylindrical groove in, and constructing the underground wall 64 in the new cylindrical groove, each intermediate wall 64 is accurately and surely continuous with the reference pilot hole 41 as a reference.
Therefore, since there is no vertical seam and it is possible to construct a continuous underground wall in which each of the intermediate walls is continuous in the vertical direction, the continuous underground wall to be finally constructed has sealing property and strength reliability. Can be improved. In addition, in the above-mentioned embodiment, for each layer in the horizontal direction which constitutes the continuous underground wall 60 to be constructed, a pilot pipe 42A having an enlarged diameter is sequentially drilled, and a sheath pipe such as a steel pipe whose diameter is successively reduced is formed. A new reference pilot hole 41 is formed by connecting the reference pilot hole 41 as a reference, and the continuous underground wall 6
The continuous underground wall 60 was constructed by vertically stacking the underground walls to the construction depth of 0, but at the uppermost layer of the continuous underground wall 60,
First, after providing the reference pilot hole 41, the pilot hole 42 corresponding to the construction depth of the continuous underground wall 60 is continuously excavated on the basis of the reference pilot hole 41, and the continuous underground according to the present invention described above. Similar to the wall construction method, continuous underground wall 60
Needless to say that you can build a.

Further, in the above embodiment, the deployable excavator 1
By rotating the rotary widening / cutting machine 12 together with the main body 2 of B on the rotary table 31 about the vertical axis (rotating in the directions V and W in the arrow (a) of FIG. 5), the expanded pilot hole 42A was drilled. If the rotary widening cutting machine 12 can be rotated around the vertical axis, the rotary table 3
It is not necessary to use 1. Further, in the above-described embodiment, the muddy water recovery device 25 is fixedly provided below the expansion bracket 8 (in the direction of arrow B) with respect to the main body 2. Of course, it is also possible to provide the muddy water recovery device 25 so as to be movable with respect to the main body 2 in order to efficiently suck the excavated soil accumulated on the excavated bottom. Therefore, still another deployable excavator 1C used in another continuous underground wall construction method according to the present invention is configured as follows. That is, another deployable excavator 1
As shown in FIG. 9, C is provided below the deployment bracket 8 (in the direction of arrow B) with a turntable 28 rotatably driven in the directions of arrows V and W around the vertical axis CT3 by a drive device (not shown). The turntable 28 is provided with a plurality of rotary widening cutting machines 12. That is, when the turntable 28 is rotationally driven in the directions of arrows V and W, the rotary widening cutting machine 12 is rotated in the directions of arrows V and W together with the turntable 28. Also, the main body 2
Is provided with a drain pipe 19 for discharging muddy water to the outside together with the excavated soil in a form penetrating the main body 2.
It is provided so as to be movable relative to the main body 2 in the axial direction of the main body 2, that is, in the directions of arrows A and B. Drain pipe 1
A muddy water collecting device 25 is provided at one end of 9, and the muddy water collecting device 25 is provided with an excavated soil suction port 27 for sucking the muddy water together with the excavated soil. In addition, the muddy water recovery device 2
5 is installed in the ground 40 such as the bottom portion 44Aa of the unit widening groove 44A. Therefore, when the main body 2 of the deployable excavator 1C rises vertically upward due to excavation, the drainage pipe 19 does not move, and the muddy water recovery device 25 can be maintained in a state of being fixed to the ground 40 at the bottom. Therefore, in addition to the above-mentioned effects, by rotating only the rotary widening cutting machine 12 around the vertical axis CT3, the widening pilot hole 42A having a diameter of the minimum width C0 or more of the excavator 1C according to the present invention is excavated. be able to. Further, by installing the muddy water recovery device 25 on the ground 40 such as the bottom portion 44Aa of the unit widening groove 44A, the excavated soil accumulated on the bottom portion 44Aa can be surely sucked by excavating in the form of excavation. Furthermore, excavator 1C
After introducing the excavator 1C into the pilot hole having the minimum width C0, the turntable 28 is swung to deploy the rotary widening cutter 12 to the deploying arms 10, 10 as shown in FIG.
The rotary widening excavator 20A provided in the rotary armor is rotated in the same direction as the rotary widening excavator 20A. Driven and rocking driven, deploying arm 10
By deploying and excavating, the deployment arm 10
A wide groove having a width equal to or larger than the width can be formed by one excavation.

Further, in the above-described embodiments, in the expansion type excavators 1, 1A, 1B and 1C, the cutting machines such as the rotary cutting machine 20 and the rotary widening cutting machine 20A are provided only on one surface of the expansion arm 10. However, for example, as shown in FIG. 11, after the rotary widening cutting machine 20A is provided on both sides of the deploying arm 10, the deployable excavator is introduced into the pilot hole 42, the pilot hole such as the expanded pilot hole 42A, or the like. It is possible to excavate trenches from above or below.

[0029]

As described above, the first aspect of the present invention
Of the invention, the pilot hole 42 is excavated in the vertical direction in the ground 40 along the shape of the continuous underground wall 60 to be constructed,
For each pilot hole 42, the unit first underground wall construction groove 6
5A, a unit first underground wall building groove 65B, a unit first underground wall building groove 65C, a unit first underground wall building groove 65D, a unit first underground wall building groove 65E, etc. One first underground at a lowermost part of the continuous underground wall to be constructed by connecting the unit underground wall building grooves to each other in a circumferential direction of the continuous underground wall. A unit underground wall such as a first underground wall 61 is formed by forming an underground wall building groove such as the wall building groove 65, and placing concrete in the underground wall building groove to form a circumferential underground continuous unit underground wall. The unit second underground wall building groove 66A and the unit second underground wall construction groove 66A are formed at a position continuous with the unit underground wall immediately above the unit underground wall constructed in the immediately preceding step.
Underground wall building groove 66B, unit second underground wall building groove 66C, unit second underground wall building groove 66D, unit second underground wall building groove 66
In the immediately preceding step, the unit underground wall building groove such as E is in a shape along the circumferential shape of the continuous underground wall to be built, and the unit underground wall building grooves are communicated in the circumferential direction. The first step of forming one underground wall building groove such as one second underground wall building groove 66 on the unit ground wall that has been built, concrete in the underground wall building groove formed in the first step. A second step of constructing a unit underground wall such as a second underground wall 62 that is cast and continuous in the circumferential direction so as to form a part of the continuous underground wall;
The continuous ground wall is constructed by executing the first step and the second step one or more times.

The second aspect of the present invention is the ground 4
0, the pilot hole 42 is vertically excavated along the shape of the continuous underground wall 60 to be constructed, and a unit underground wall construction groove is formed in the circumferential direction of the continuous underground wall for each pilot hole. The underground wall building groove is formed along the shape, and the unit underground wall building grooves are communicated with each other in the circumferential direction to form one underground wall building groove at the uppermost part of the continuous underground wall. Construct concrete unit in the groove and construct a unit underground wall continuous in the circumferential direction so as to form the uppermost part of the continuous underground wall, and the unit immediately below the unit underground wall constructed in the previous step. At a position continuous with the underground wall, a unit underground wall building groove is formed along the circumferential shape of the continuous underground wall, and the unit underground wall building grooves are communicated with each other in the circumferential direction, and immediately before. The first step of forming one underground wall construction groove under the unit underground wall constructed in the step of The second step, the first step and the second step of constructing a unit underground wall continuous in the circumferential direction by placing concrete in the formed underground wall construction groove so as to form a part of the continuous underground wall. It is configured to execute the two steps one or more times to construct the continuous underground wall.

Therefore, in the first and second inventions, the continuous underground wall to be constructed is divided into a plurality of horizontal layers, and a plate-shaped unit underground wall construction groove is formed horizontally for each layer. By excavating so as to communicate in the circumferential direction to form one cylindrical underground wall construction groove and constructing a unit underground wall, the same excavated ground can be exposed to muddy water at the maximum for the unit underground It can only be during the formation of a cylindrical groove at the height of the wall building groove. Therefore, a single plate-shaped groove is drilled all at once from the surface to the depth of continuous underground wall construction to form one plate-shaped underground wall construction groove, and further these grooves are circumferentially formed. Compared with the conventional method of constructing a unit underground wall by communicating at once and excavating a cylindrical groove at a stretch, the time at which the ground at the same location around the excavated groove is exposed to muddy water can be significantly shortened. The collapse of the ground around the excavated trench is prevented as much as possible. Also, by excavating adjacent plate-shaped unit underground wall building grooves so as to communicate with each other in the horizontal circumferential direction with respect to each pilot hole 42, each plate-shaped unit underground wall building groove is formed in each pilot hole. It is possible to form one cylindrical underground wall building groove that is surely communicated with each other in the horizontal circumferential direction with reference to 42. In addition, a new cylindrical underground wall construction is formed immediately above or directly below the unit underground wall formed in the cylindrical underground wall construction groove so as to be continuous with the unit underground wall based on the same pilot hole 42. By forming a groove and constructing a unit underground wall in the new cylindrical underground wall construction groove, each unit underground wall is surely continuous with the pilot hole 42 as a reference. Therefore,
Since there is no vertical seam and it is possible to construct a continuous underground wall in which each unit underground wall is continuous up and down with high accuracy, the continuous underground wall to be finally constructed has a sealing property and strength. The reliability can be improved.

Further, the third aspect of the present invention is the ground 4
No. 0, a first pilot hole such as the expanded pilot hole 42A is formed on the ground surface 4 along the shape of the continuous underground wall 60 to be constructed.
0a is drilled in the vertical direction, and for each of the first pilot holes described above, a unit underground wall construction groove such as a unit widening groove 44A is formed along the circumferential shape of the continuous underground wall, and Unit underground wall building grooves are communicated with each other in the circumferential direction to form an underground wall building groove such as one widening groove 44 on the uppermost part of the continuous underground wall,
The underground wall 64 which is continuous in the circumferential direction by placing concrete in the groove for constructing a second pilot hole such as a reference pilot hole 41 which serves as a reference for the shape of the continuous underground wall 60. A unit underground wall such as the uppermost part of the continuous underground wall, and a new first pilot hole is formed on the basis of the already formed second pilot hole. The first step of forming the unit underground wall in the form of communicating with the pilot hole of, the unit underground wall construction groove at a position continuous with the unit underground wall immediately below the unit underground wall constructed immediately before. A second groove for forming a single underground wall building groove below the unit underground wall constructed immediately before by connecting the unit underground wall building grooves to each other in the circumferential direction along the circumferential shape Step,
In the underground wall construction groove formed in the second step, concrete was placed in the form of forming a new second pilot hole based on the already formed second pilot hole and continued in the circumferential direction. Third step of constructing a unit underground wall so as to form a part of the continuous underground wall, the first step, the second
Since the step and the third step are executed once or more to construct the continuous underground wall,

In addition to the above-mentioned effects, by forming a second pilot hole in the unit underground wall which serves as a reference for the shape of the continuous underground wall 60 to be constructed, the second pilot hole is used as a reference. Since the excavation can be performed in the vertical downward direction with high accuracy, the excavation error in the vertical direction can be reduced, and the sealability and the reliability of the strength of the joint between the unit underground walls can be further improved.

[Brief description of drawings]

FIG. 1 is a schematic side cross-sectional view showing an embodiment for constructing a continuous underground wall by the continuous underground wall construction method according to the present invention, and FIG. 1 (a) is shown in FIG. It is the schematic diagram which showed one Example which excavates the pilot hole for introducing a deployment type excavator. FIG. 4B is a schematic diagram showing an embodiment in which the expansion type excavator shown in FIG. 3 is expanded to start excavation of a ditch. (C) is a schematic diagram showing an example of placing concrete in the first underground wall construction groove formed by repeating the work of (b). (D) is the first constructed in (c)
It is the schematic diagram which showed one Example which developed the expansion | deployment type excavator shown in FIG. 3 above the underground wall, and started excavation of a ditch.
(E) is a schematic diagram showing a completed continuous underground wall.

FIG. 2 is a diagram showing an example of use of the deployable excavator used in the continuous underground wall construction method shown in FIG. 1, (a)
FIG. 4 is a cutaway side view showing an embodiment for excavating a pilot hole for introducing the deployable excavator shown in FIG. 3.
(B) is a fractured side view showing an embodiment in which the deployable excavator shown in FIG. 3 is introduced into a pilot hole. (C)
FIG. 4 is a cutaway side view showing an embodiment in which the expansion type excavator shown in FIG. 3 is expanded to start excavation of a groove. (D) is
It is a fracture | rupture side view which showed one Example which expanded the expansion | deployment type excavator shown in FIG. 3, and completed excavation of a ditch.

FIG. 3 is a diagram showing an embodiment of a deployable excavator used in the method for constructing a continuous underground wall according to the present invention.

FIG. 4 is a view showing another example of a deployable excavator used in the method for constructing a continuous underground wall according to the present invention.

5 is a schematic side cross-sectional view showing another embodiment for constructing a continuous underground wall by the continuous underground wall construction method according to the present invention, and FIG. 5 (a) is shown in FIG. It is the schematic diagram which showed one Example which excavates the pilot hole for introducing the deployment type excavator. (B) is a schematic diagram showing an embodiment in which the deployable excavator shown in FIG. 6 is deployed to start excavation of a groove on the uppermost layer of a continuous underground wall to be constructed.
(C) is a schematic diagram showing one example of placing concrete in the reference underground wall construction groove after the work of (b) is completed. (D) shows an example in which after constructing the reference underground wall, the pilot hole was formed again by the deploying excavator shown in FIG. 6, and then the excavator was deployed to start excavation of the next groove. It is a schematic diagram.

FIG. 6 is a view showing still another example of the deployable excavator used in the method for constructing a continuous underground wall according to the present invention.

FIG. 7 is a VII-VII of the deployable excavator shown in FIG.
It is sectional drawing of a cross section.

8 is a VIII-VI of the deployable excavator shown in FIG. 7.
It is a sectional view of a II section.

FIG. 9 is a diagram showing still another example of the deployable excavator used in the method for constructing a continuous underground wall according to the present invention.

FIG. 10 is a XX of the deployable excavator shown in FIG. 9.
It is sectional drawing of a cross section.

FIG. 11 is a side view showing an example of a rotary cutting machine applied to still another deployable excavator used in the method for constructing a continuous underground wall according to the present invention.

[Explanation of symbols]

 40 ...... Ground 40a ...... Ground surface 41 ...... 2nd pilot hole (reference pilot hole) 42 ...... Pilot hole 42A ...... 1st pilot hole (expansion pilot hole) 44 ...... Underground wall construction groove (expansion width) Groove) 44A ... Unit underground wall construction groove (unit widening groove) 60 ... Continuous underground wall 61 ... Unit underground wall (first underground wall building groove) 62 ... Unit underground wall (second ground) Middle wall construction groove) 65 …… Underground wall construction groove (first underground wall construction groove) 65A …… Unit underground wall construction groove (unit first underground wall construction groove) 65B …… Unit underground wall construction groove (Unit first underground wall construction groove) 65C ... Unit underground wall construction groove (unit first underground wall construction groove) 65D ... Unit underground wall construction groove (unit first underground wall construction groove) 65E ... … Unit underground wall construction groove (unit first underground wall construction groove) 66 …… Underground wall construction groove (second underground wall construction groove) 66A …… Unit underground wall Construction groove (unit second underground wall construction groove) 66B …… Unit underground wall construction groove (unit second underground wall construction groove) 66C …… Unit underground wall construction groove (unit second underground wall construction groove) 66D: Unit underground wall construction groove (unit second underground wall construction groove) 66E: Unit underground wall construction groove (unit second underground wall construction groove)

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[Procedure amendment]

[Submission date] October 21, 1992

[Procedure Amendment 1]

[Document name to be amended] Statement

[Name of item to be corrected] Full text

[Correction method] Change

[Correction content]

[Document name] Statement

[Title of Invention] Continuous underground wall construction method

[Claims]

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION The present invention relates to underground storage facilities (compressed air storage facilities (CAES), etc.), subway stations, underground malls, refuse incinerators, sewage treatment plants, etc. The present invention relates to a continuous underground wall construction method for constructing a wall.

[0002]

2. Description of the Related Art Conventionally, in the case of forming such a continuous underground wall, a plurality of times are excavated vertically in a groove shape up to a predetermined depth, and the concrete is excavated in the hole every time one excavation is completed. Is repeated to form a single plate-like underground wall, and a plurality of plate-like underground walls are joined at a vertical boundary surface to construct a continuous underground wall. It was

[0003]

However, in this case, the deeper the underground depth is, the longer it takes to excavate the hole to a predetermined depth. Therefore, during excavation of the hole, the ground around the excavated trench is removed. It was difficult to stably prevent collapse due to pressurization of muddy water over a long period of time. In addition, as the depth of the underground increases, the vertical excavation error in the deeper part increases, so it is difficult to align the underground walls formed at each excavation with the vertical boundary surface. Since the seams are formed in the direction, and the inner walls of the various places cannot be combined in a ring shape and cannot be subjected to stress in the circumferential direction, the sealability and strength reliability of the vertical seams were low. ..

Therefore, in view of the above circumstances, the present invention can prevent the collapse of the excavated ground as much as possible, have a small vertical excavation error, and can improve the reliability of the joint strength between the underground walls. It is an object to provide a continuous underground wall construction method capable of constructing an intermediate wall.

[0005]

That is, the first of the present invention
Of the invention, the pilot hole (42) in the ground (40),
Excavation is carried out in the vertical direction along the shape of the continuous underground wall (60) to be constructed, and the unit underground wall construction groove (65A, 65B, 65C, 65D, 65E) is formed in each continuous pilot hole for each pilot hole. One underground wall building groove (65) is formed at the lowermost part of the continuous underground wall to be built by connecting the unit underground wall building grooves to each other in the circumferential direction along the circumferential shape of the intermediate wall. ) Is formed, and concrete is placed in the underground wall construction groove to construct a unit underground wall (61) that is continuous in the circumferential direction so as to form the lowermost part of the continuous underground wall, and the immediately preceding step The unit underground wall construction groove (66A, 66B, 66C, 66D, 66) is provided at a position immediately above the unit underground wall constructed in 1.
E) is a unit underground wall constructed in the immediately preceding step by connecting the unit underground wall construction grooves in the circumferential direction with the shape of the continuous underground wall to be constructed in the circumferential direction. One on top
First step of forming two underground wall building grooves (66), concrete is placed in the underground wall building grooves formed in the first step to form a unit underground wall (62) continuous in the circumferential direction. The second underground step of constructing a part of the continuous underground wall, the first step and the second step are executed one or more times to construct the continuous underground wall.

The second aspect of the present invention is to excavate a pilot hole (42) in the ground (40) in a vertical direction along the shape of the continuous underground wall (60) to be constructed. , For each of the pilot holes, a unit underground wall building groove is formed along the circumferential shape of the continuous underground wall, and the unit underground wall building grooves are communicated in the circumferential direction. One underground wall building groove is formed on the uppermost part of the continuous underground wall, and concrete is placed in the underground wall building groove to form a unit underground wall continuous in the circumferential direction as the uppermost part of the continuous underground wall. And a unit underground wall construction groove at a position continuous with the unit underground wall immediately below the unit underground wall constructed in the immediately preceding step, in the circumferential direction of the continuous underground wall. Under the unit underground wall constructed in the immediately preceding step by connecting the unit underground wall construction grooves to each other in the circumferential direction. The first step of forming one underground wall building groove, concrete is placed in the underground wall building groove formed in the first step, and the unit underground wall continuous in the circumferential direction is formed into the continuous underground wall. The second step of constructing a part of the above, the first step and the second step are executed one or more times to construct the continuous underground wall.

The third aspect of the present invention is the ground surface (40) having a first pilot hole (42A) along the surface of the ground (60) along the shape of the continuous underground wall (60) to be constructed. 40
a) is excavated in the vertical direction, and a unit underground wall construction groove (44A) is formed for each of the first pilot holes along the circumferential shape of the continuous underground wall, and the unit underground A single underground wall building groove (44) is formed at the uppermost part of the continuous underground wall by communicating the wall building grooves in the circumferential direction, and the shape of the continuous underground wall is defined in the underground wall building groove. A concrete underground wall (64) is formed by placing concrete in the form of forming a second pilot hole (41) which becomes A first step of forming a new first pilot hole so as to communicate with the already formed second pilot hole based on the already formed second pilot hole, the unit underground wall constructed immediately before At a position continuous with the unit underground wall immediately below the unit underground wall construction groove in the circumferential direction of the continuous underground wall. A second step of forming one underground wall construction groove below the unit underground wall constructed immediately before by connecting the unit underground wall construction grooves to each other in the circumferential direction in a form following the shape, A unit continuous in the circumferential direction by placing concrete in the form of a new second pilot hole on the basis of the already formed second pilot hole in the underground wall construction groove formed in the second step. The underground wall is one of the continuous underground walls
The continuous underground wall is constructed by executing the third step of constructing a part, the first step, the second step and the third step one or more times.

The numbers in parentheses are for convenience of showing the corresponding elements in the drawings, and the present description is not limited to the description in the drawings. The same applies to the column of "action" below.

[0009]

With the above construction, the first and second inventions of the present invention are such that the continuous underground wall (60) to be constructed is divided into a plurality of horizontal layers, and each layer has a plate shape. Excavate the unit underground wall construction groove of to communicate with the horizontal circumferential direction 1
One cylindrical underground wall building groove is formed, and concrete is placed in the underground wall building groove to act as a unit underground wall. Further, by excavating the adjacent plate-shaped unit underground wall building grooves so that they communicate with each other in the horizontal circumferential direction with respect to each pilot hole (42), each plate-shaped unit underground wall building groove is horizontal. One cylindrical underground wall construction groove is formed so as to surely communicate with each other in the circumferential direction. Further, a new cylindrical underground wall building groove is formed immediately above or below the unit underground wall constructed in the cylindrical underground wall building groove so as to be continuous with the unit underground wall, and the new underground wall building groove is formed. By constructing the unit underground wall in the hollow cylindrical underground wall construction groove, each unit underground wall acts so as to be surely continuous. The third aspect of the present invention is
In addition to the above actions, the continuous underground wall (6
By forming the second pilot hole (41), which serves as a reference for the shape of (0), in the unit underground wall (44), it is possible to accurately excavate vertically downward with reference to the second pilot hole. Act as you can.

[0010]

Embodiments of the present invention will be described below with reference to the drawings. FIG. 1 is a schematic side cross-sectional view showing an embodiment for constructing a continuous underground wall by the continuous underground wall construction method according to the present invention, and FIG. 1 (a) shows the deployable excavator shown in FIG. It is a schematic diagram which shows one Example which excavates the pilot hole for introducing. (B) is a schematic diagram showing an embodiment that initiated the excavation of the trench and developed in the development drilling machine shown in FIG. Figure 2
FIG. 2 is a view following FIG. 1, which is a continuous underground wall construction according to the present invention.
Lateral section showing an example of constructing a continuous underground wall by the method
It is a schematic diagram of a surface, and (a) is a schematic diagram which shows one Example which pours concrete into the 1st underground wall construction groove formed by repeating the operation of FIG.1 (b) . (B) is shown in FIG.
One embodiment in which the deployable excavator shown in FIG. 8 is deployed above the first underground wall constructed in (a) to start excavation of a ditch.
It is a schematic diagram which shows . FIG. 3 is a view following FIG. 2, which is a schematic diagram showing the completion of the continuous underground wall, and FIG. 4 is a diagram of a deployable excavator used in the continuous underground wall construction method shown in FIGS. 1 to 3. It is a figure which shows the usage example, and shows one Example which excavates the pilot hole for introduce | transducing the deployable excavator shown in FIG.
5 is a side view of the fracture, and FIG. 5 is a view following FIG. 4 , showing an embodiment in which the deployable excavator shown in FIG. 8 is introduced into a pilot hole.
FIG . 6 is a broken side view showing FIG . 5, which is a view following FIG. 5, and a broken side view showing an embodiment in which the expansion type excavator shown in FIG. 8 is deployed to start excavation of a groove, and FIG. It is a figure following FIG.
FIG. 8 is a cutaway side view showing an embodiment in which the expansion type excavator shown in FIG. 8 has been expanded to complete the excavation of a ditch, and FIG. Show an example
To FIG, 9, FIG, 10 illustrates another example of deployment excavator for use in underground diaphragm walls construction method according to the present invention, constructing a continuous underground wall by the continuous underground wall construction method according to the invention It is a schematic diagram of a side cross-section showing another embodiment of, (a) represents, FIG
Is a schematic view showing an embodiment of excavating a pilot hole for introducing the expanded drilling machine shown in 12. (B) is
It is a schematic diagram which shows one Example which started the excavation of the groove | channel by deploying the expansion | deployment type excavator shown in FIG. 12 in the uppermost layer of the continuous underground wall constructed from now on. FIG. 11 is a diagram subsequent to FIG. 10.
The continuous underground wall construction method according to the present invention
FIG. 6 is a schematic view of a lateral cross section showing another embodiment for constructing
FIG. 10A is a schematic diagram showing an example in which concrete is placed in the reference underground wall construction groove after the work of FIG. 10B is completed. (B) is after constructing the reference underground wall, after forming the pilot hole again by the deployable excavator shown in FIG. 12 ,
Example of deploying the excavator and starting excavation of the next groove
It is a schematic diagram which shows . FIG. 12 is a view showing still another example of the deployable excavator used in the continuous underground wall construction method according to the present invention,
13 is a VII-VI of the deployable excavator shown in FIG.
FIG . 14 is a cross-sectional view taken along the line I, FIG. 14 is a cross-sectional view taken along the line VIII-VIII of the deployable excavator shown in FIG. 13 , and FIG. FIG . 16 is a view showing another example, FIG . 16 is a cross-sectional view taken along the line X-X of the expansion type excavator shown in FIG. 15 , and FIG. It is a side view which shows the example of the rotary cutting machine applied to a machine.

As shown in FIG. 8 , a deployable excavator 1 which is an embodiment of an excavator used in the method for constructing a continuous underground wall according to the present invention has a length formed in the direction of arrows A and B. The main body 2 has an elongate tubular shape, and the main body 2 is provided with connecting flanges 4 and 4 so as to be connectable and separable. In the main body 2,
A cylindrical reaction force receiver 5 is provided which is larger than the outer diameter of the main body 2 and is concentric. The reaction force receiver 5 has two deployment hydraulic jacks 6, 6. Are provided in parallel so that one ends of the The deployment hydraulic jacks 6, 6 are provided along the main body 2 (in the directions of arrows A and B) so as to be capable of projecting and retracting, and the other ends of the deployment hydraulic jacks 6, 6 are provided with a slide ring 7. Is provided so as to be movable along the main body 2 (in the directions of arrows A and B) while being pivotally attached to the other ends of the deploying hydraulic jacks 6, 6. The slide ring 7 is provided with rod-shaped deploying rods 9 and 9 at positions corresponding to the positions where the deploying hydraulic jacks 6 and 6 are provided by pivotally attaching one ends of the deploying rods 9 and 9, respectively. At the other end of the deploying rods 9 and 9, elongated box-shaped deploying arms 10 and 10, respectively, are provided.
The center portions of 0 and 10 are provided so as to be pivotally attached to the deployment rods 9 and 9. Further, the main body 2 is provided with a deployment bracket 8, and the deployment bracket 8 is provided with the deployment arms 10 and 10 so that the negative ends of the deployment arms 10 and 10 are pivoted. It is provided so that it can swing in any direction. That is, when the deploying hydraulic jacks 6 and 6 are driven to project and retract to move the slide ring 7 in the directions of arrows A and B, the deploying arms 10 and 10 are pushed or pulled by the deploying rods 9 and 9, and the arrows are pulled. Deploy and pull in the P and Q directions.

Further, a plurality of rotary cutting machines 20 are provided on the deploying arm 10 so as to be accommodated along the deploying arm 10, and the rotary cutting machines 20 are swingably driven in the directions of arrows R and S. Is. That is, the rotary cutting machine 20 has the swing arm 24, and the swing arm 24 is the spread arm 1.
It is pivotally attached to 0 so as to be swingable in the directions of arrows R and S. A drum cutter 21 is rotatably driven at one end of the swing arm 24, and a swing hydraulic hydraulic jack 23 is pivotally mounted at the other end of the swing arm 24 so as to project and retract. There is. Further, the deployment arm 10 is provided with a mud sending jet pipe 11 connected to the mud sending pump 33 shown in FIG. 5 , and the mud sending jet pipe 11 is provided with the mud sending pump 33.
The muddy water is supplied to each rotary cutting machine 20 for lubrication, cooling and the like. A muddy water collecting device 25 is provided below the expansion bracket 8 (direction of arrow B). In the muddy water collecting device 25, a funnel-shaped excavated earth receiver 26 is located above an opening 26a (direction of arrow A). )
Is provided so that the outer diameter of the opening 26a substantially matches the inner diameter of the pilot hole 42. Further, the muddy water recovery device 25 is provided with an excavated soil suction port 27 so as to suck in the muddy water together with the excavated soil. Further, below the muddy water recovery device 25 (in the direction of arrow B), the lower stabilizer 3 is provided in such a manner that the outer diameter of the lower stabilizer 3 is approximately matched with the inner diameter of the pilot hole 42. The roller 3a is rotatably provided around the lower stabilizer 3. Furthermore, inside the main body 2, the deployment hydraulic jack 6 and the swing hydraulic jack 23 are provided.
Is connected to a hydraulic pipe 17 for supplying a hydraulic pressure from a hydraulic source (not shown) and a mud injection pipe 11,
Muddy water pipe 18 for supplying muddy water to 0, and drain pipe 1 for discharging excavated soil and muddy water sucked and collected by the muddy water collecting device 25.
9 is provided. Further, the muddy water is supplied from the mud sending pump 33 through the mud sending pipe 18 as shown in FIG.
After being supplied to the rotary cutting machine 20, the suction pump 32 sucks it together with the excavated soil through the drainage pipe 19. The muddy water containing the excavated soil is separated into the muddy water and the excavated soil by the dewatering sieve 34, and the muddy water is again supplied to the rotary cutting machine 20 by the mud pump 33. Mud is used in such a series of cycles.

Since the deployable excavator 1 has the above-described structure, when excavating using the deployable excavator 1, first, the pilot hole 42, which is a vertical shaft into which the deployable excavator 1 is introduced, is formed. Build. That is, as shown in FIG.
Is suspended by a crawler crane 30, and the shaft portion 35a of the drill 35 is fixed by being fitted into a rotary table 31 which is freely rotatable. Then, while supplying muddy water, the rotary table 31 is rotationally driven to rotate the drill 35 to excavate the ground 40 in the vertically downward direction (direction of arrow B), and the excavated soil is sucked together with the muddy water by the suction pump 32, and the excavated soil is excavated. The contained muddy water is separated into muddy water and excavated soil by the dewatering screen 34, and the pilot hole 42 is excavated by a reverse construction method in which the separated muddy water is supplied again by the mud pump 33. Then, the excavated pilot hole 42 is filled with muddy water to pressurize the ground 40 around the pilot hole 42 with muddy water, thereby preventing the ground 40 from collapsing. After drilling the pilot hole 42 to a predetermined depth with the drill 35, the drill 35 is removed from the pilot hole 42, and then the deployable excavator 1 is installed along the main body 2 as shown in FIG. Suspended by the crawler crane 30 while being pulled into the
2, and the main body 2 is fixed in such a manner that the main body 2 is fitted into a rotary table 31 which can be rotationally driven. At this time, the main body 2 is allowed to slide vertically on the ground 40 around the pilot hole 42 so that the main body 2 can slide on the annular stabilizers 37, 37 so that the main body 2 can dig vertically downward (the direction of arrow B). Provide multiple in a sandwiched manner. Further, rotary cutting machines 20, 20 provided at the tip portions 10a, 10a of the deploying arms 10, 10
Is positioned so as to be located at the uppermost portion X1 of the plate-shaped groove 59 to be formed. Next, the case of vertically excavating and constructing a plate-shaped groove 59 in the ground using the present excavator 1 will be described . As shown in FIG. 6 , the rotary cutting machine 20 of the deployable excavator 1 is rotated. While excavating the ground 40 by driving, the deploying arms 10, 10 are fully deployed in the direction of the arrow Q via the deploying hydraulic jack 6, the slide ring 7, etc., so that the widths of the deploying arms 10, 10 are substantially the same. It is possible to excavate while forming the groove 59 having a width of. Furthermore, the figure
As shown in FIG. 7 , in a state where the deploying arms 10 and 10 are completely deployed in the arrow Q direction, the vertically downward direction (arrow B direction)
The groove 59 can be formed to a depth corresponding to the lowermost portion X3 of the plate-shaped groove 59 by excavating to the maximum depth of the pilot hole 42 that was first drilled. As described above, the plate-shaped groove 59 is formed by one excavation of the deployable excavator 1.
Can be formed.

Therefore, when the deployable excavator 1 is used in the method for constructing a continuous underground wall according to the present invention, the continuous underground wall 60 is constructed in the following procedure. First, as shown in FIG. 1A, the shape of the continuous underground wall 60 to be constructed (see FIGS.
In this embodiment shown in FIG. 3 , it has a cylindrical shape. ), A plurality of pilot holes 42 are excavated in the vertical direction (direction of arrow B) at a predetermined interval L from the ground surface 40a to the building depth H.
That is, as described above, in the pilot hole 42, the drill 35 shown in FIG. 4 is hung by the crawler crane 30, and the rotary table 31 is rotationally driven to rotate the drill 35 while supplying muddy water . As shown in, the ground 40 is formed by excavating the ground 40 in the vertically downward direction (the direction of arrow B) to the building depth H. At this time, the excavated soil is sucked together with the muddy water by the suction pump 32 shown in FIG. 4, and the ground 40 around the excavated pilot hole 42 is pressurized with the muddy water to prevent the ground 40 from collapsing. In this way, when the required number of pilot holes 42 having the construction depth H have been drilled, the continuous underground wall 60 to be constructed from the construction depth H to the starting point depth is finished as shown in FIG. 1 (b). H1
From the bottom layer in the horizontal direction between the first point depth HX and the starting point depth H2 to the top layer in the horizontal direction between the starting point depth HX and the ground surface. The vertical underground wall is divided into a plurality of horizontal layers to form the continuous underground wall 60 (the cylindrical continuous underground wall 60 having the construction depth H is sliced into Cylindrical underground wall of height ΔH forming part of the continuous underground wall 60, provided that the lowermost layer has a height ΔH−α and the uppermost layer has a height ΔH + α.) From each lowermost layer Build in a stacked form.
Then, in order to construct these underground walls, a substantially cylindrical groove for placing concrete is formed in each layer.
Therefore, first, in order to form a cylindrical groove for constructing the first underground wall 61 formed in the lowermost layer, as shown in FIG. 5 , the deploying arms 10 and 10 are drawn in a shape along the main body 2. The deployable excavator 1 with the pilot holes 42
To introduce. Then, as shown in FIG. 1 (b) , the excavator 1 divides the circumferential direction into a plurality of times (corresponding to the number of pilot holes 42) in the form of plate-shaped grooves 65 A, 65.
B, 65C, 65D, 65E are excavated in the form of connecting,
One cylindrical groove 65 having the same depth is formed in the horizontal circumferential direction. The excavation operation of the groove 65 by the expansion type excavator 1 may be performed concurrently with the excavation operation of the pilot holes 42, without waiting for the completion of the excavation of all the pilot holes 42.

The following is a detailed explanation of the trench excavation operation.
Tip portions 10a, 10 of the deployment arms 10, 10 shown in FIG.
The rotary cutting machines 20 and 20 provided in a are shown in FIG.
One of the plurality of pilot holes 42 shown in FIG.
Positioning at the starting point depth H1 of the underground wall building groove 65A (hereinafter, positioning the rotary cutting machines 20, 20 provided at the tip ends 10a, 10a of the deploying arms 10, 10 at predetermined positions is referred to as "positioning". I will do it. "). And the figure
As shown in 6 , while rotating the rotary cutting machine 20 of the expansion type excavator 1, while excavating the ground 40 while supplying muddy water from the mud sending pipe 11 to the drum cutter 21,
It is the end point depth of the unit first underground wall building groove 65A when the deploying arms 10 and 10 are expanded in the direction of the arrow Q corresponding to the width W1 of the unit first underground wall building groove 65A shown in FIG. 1B. Vertical downward direction (direction of arrow B) up to the building depth H of the continuous underground wall 60
Excavation to form one unit first underground wall construction groove 65A. The excavated soil generated by the excavation is the deployment arm 10,
A muddy water collecting device 25 provided below the device 10 discharges the muddy water to the outside of the pilot hole 42. Next, with the deploying arms 10 and 10 retracted, the deployable excavator 1 is hoisted vertically upward (in the direction of arrow A) with the crawler crane 30 shown in FIG. 7 , and the unit first underground wall construction groove 65A is removed. Take out from the formed pilot hole 42. Here, in order to prevent the ground 40 from collapsing due to the formation of grooves, grooves are formed for every other pilot hole 42. That is, a new pilot hole 42 ( left side in FIG. 1B) having one of the pilot holes 42 in which the unit first underground wall building groove 65A is formed is
The deployable excavator 1 is introduced with the deployable arms 10 and 10 retracted. Then, similarly to the above, after positioning at the starting point depth H1 of the unit first underground wall building groove 65B to be formed shown in FIG. 1 (b) , the rotary cutting machine 20 is rotationally driven again to excavate the ground 40. While deploying arm 10,
10 is expanded in the direction of arrow Q corresponding to the width W1 of the unit first underground wall building groove 65B, and is drilled vertically downward (direction of arrow B) to the building depth H of the continuous underground wall 60, and the unit first The underground wall building groove 65B is formed.

In this way, for every other pilot hole 42, when a groove is formed by excavating vertically downward (direction of arrow B) from the starting point depth H1 of the pilot hole 42 to the construction depth H, Next, with respect to the pilot holes 42 in which every other skipped groove is not formed, the grooves are formed by vertically excavating from the starting point depth H1 of the pilot holes 42 to the construction depth H (direction of arrow B). To do. For example, as shown in FIG. 1B , after excavating the unit first underground wall construction groove 65B,
When the groove is formed and the unit first underground wall building groove 65C is formed for every other pilot hole 42 in the clockwise direction, then the unit first underground wall building groove 65A and the unit first underground wall building groove 65C are formed. Regarding the pilot hole 42 located between the underground wall building groove 65C, the unit first underground wall is formed by excavating vertically from the starting point depth H1 of the pilot hole 42 to the building depth H (direction of arrow B). The building groove 65D is formed. Then, the unit first underground wall building groove 65A and the unit first underground wall building groove 65C are the first
It communicates in the horizontal circumferential direction via the underground wall construction groove 65D.
Further, regarding the pilot hole 42 located between the unit first underground wall building groove 65A and the unit first underground wall building groove 65B, the starting point depth H1 to the building depth H of the pilot hole 42
The first underground wall construction groove 65E is formed by excavating vertically downward (direction of arrow B). Then, the unit first underground wall building groove 65A and the unit first underground wall building groove 65B communicate with each other in the horizontal circumferential direction via the unit first underground wall building groove 65E. Similarly, for every other pilot hole 42 that is skipped clockwise, a groove is formed by digging vertically downward (direction of arrow B) from the starting point depth H1 of the pilot hole 42 to the building depth H. , The already formed groove is communicated. In this manner, the cylindrical first underground wall building groove 65 as shown in FIG. 1B is formed.

Next, as shown in FIG. 2 (a) , concrete is built in the first underground wall building groove 65 having a cylindrical shape with a building depth H.
To a position slightly deeper than the starting point depth H1 (direction of arrow B in the figure) to construct a first underground wall 61 of height ΔH-α that forms the bottom underground wall of the continuous underground wall 60. To do. That is, the concrete in the first underground wall building groove 65 is the second underground wall building groove 66 portion which corresponds to the second layer of the continuous underground wall 60 formed next on the first underground wall 61 next. As a space in which the deployable excavator 1 can descend to completely excavate the ground 40, a moving space 69 of height α is formed above the first underground wall 61 (direction of arrow A in the figure). To place. Next, after the concrete in the first underground wall construction groove 65 has solidified, again,
Expand excavator 1 is introduced into the pilot holes 42, FIG. 2
As shown in (b) , similarly to the case where the first underground wall building groove 65 is formed, the first underground wall building groove 65 is formed above the first underground wall 61 (direction of arrow A in the figure). The second underground wall building groove 66 is formed in a cylindrical shape substantially equivalent to. That is, the deploying arm 1
One of the plurality of pilot holes 42 shown in FIG. 2 (b) is used as the rotary cutting machine 20, 20 provided at the tip portions 10a, 10a of 0, 10 (center in the figure).
Positioning is performed at the starting point depth H2 of the unit second underground wall building groove 66A to be formed in the inside. And the rotary cutting machine 20
The rotary arms are driven to rotate and the mud water is supplied to the drum cutter 21 from the mud jet pipe 11 while excavating the ground 40, and the deploying arms 10 and 10 are used as the unit second underground wall construction groove 66.
A width W1 corresponding to A is expanded in the arrow Q direction, and excavated vertically downward (direction of arrow B) until it is completely communicated with the first underground wall building groove 65, and one unit second underground wall building groove 66A is formed. The excavated soil generated by the excavation is the deployment arm 1
The muddy water collecting device 25 provided below 0 and 10 discharges the muddy water to the outside of the pilot hole 42. Next, with the deploying arms 10 and 10 retracted, the deployable excavator 1 is moved vertically upward by the crawler crane 30 shown in FIG.
Direction) and take out from the pilot hole 42 in which the unit second underground wall construction groove 66A shown in FIG. 2B is formed.
Then, a new pilot hole 42, which is one of the pilot holes 42 in which the unit second underground wall building groove 66A is formed (see FIG.
The deployable excavator 1 is introduced in a state in which the deployable arms 10 and 10 are retracted to the left of 2 (b) . Then, similarly to the above, after the unit second underground wall building groove 66B to be formed is positioned at the starting point depth H2, the rotary cutting machine 20 is rotationally driven again to excavate the ground 40, and the deploying arm 1
0 to 10 are expanded in the direction of arrow Q to correspond to the width W1 of the unit second underground wall building groove 66B, and excavated vertically downward (direction of arrow B) until completely communicating with the first underground wall building groove 65. Then, the unit second underground wall construction groove 66B is formed.

In this way, for every other pilot hole 42, from the starting point depth H2 of the pilot hole 42 to the first
After excavating vertically downward (arrow B direction) until completely communicating with the underground wall constructing groove 65, and forming grooves, then about every other pilot hole 42 that has not been formed, From the starting point depth H2 of the pilot hole 42 to the complete communication with the first underground wall construction groove 65, the vertical downward direction (arrow B
Direction) to form a trench. For example, as shown in FIG. 2B , after excavating the unit second underground wall building groove 66B, the groove is formed for every other pilot hole 42 in the clockwise direction to form the unit second underground wall. After forming the wall building groove 66C, the unit second underground wall building groove 66A and the unit second
Pilot hole 42 located between the underground wall construction groove 66C
The first depth from the starting point depth H2 of the pilot hole 42
The unit second underground wall building groove 66D is formed by excavating in the vertical downward direction (direction of arrow B) until it completely communicates with the underground wall building groove 65. Then, the unit second underground wall building groove 66A and the unit second underground wall building groove 66C are the unit second underground wall building groove 66
Communicate via D. Furthermore, the unit second underground wall construction groove 66
Regarding the pilot hole 42 located between A and the unit second underground wall building groove 66B, the vertical downward direction (from the starting point depth H2 of the pilot hole 42 to the first underground wall building groove 65) Excavation is performed in the direction of arrow B) to form the unit second underground wall construction groove 66E. Then, the unit second underground wall construction groove 6
6A and the unit second underground wall building groove 66B communicate with each other via the unit second underground wall building groove 66E. Similarly, with respect to every other pilot hole 42 that is skipped clockwise, the vertical downward direction (direction of arrow B) until the starting hole depth H2 of the pilot hole 42 is completely communicated with the first underground wall construction groove 65. Excavated into the groove to form a groove in the circumferential direction, and the first underground wall construction groove 6
5 and the already formed groove located in the circumferential direction. In this way, the cylindrical second
The underground wall building groove 66 is formed. Next, similarly to the first underground wall 61, concrete is poured into the second underground wall building groove 66 from the concrete placing surface of the first underground wall 61 at a starting point depth H2.
It is driven to a position slightly deeper (in the direction of arrow B in the figure), and then it is developed so that the ground 40 of the underground wall building groove portion formed above the second underground wall building groove 66 can be completely excavated. Excavator 1
A second underground wall 62 having a height ΔH, which forms an underground wall corresponding to the second layer of the continuous underground wall 60, is constructed so as to form a space in which the descent can occur.

By repeating the above-mentioned work, each of the horizontal layers constituting the continuous underground wall 60 to be constructed is vertically laminated from the starting point depth HX to the uppermost layer from the ground surface. Figure by building an underground wall
As shown in FIG. 3 , a continuous underground wall 60 without a seam in the vertical direction (arrow A and B directions) is constructed. Therefore, the continuous underground wall to be constructed from now is divided into a plurality of horizontal layers of height ΔH, and a single plate-shaped groove of height ΔH and width W1 is formed in each layer in the horizontal circumferential direction. By excavating so as to communicate with each other and forming one cylindrical groove of height ΔH and constructing the underground wall, the same excavation ground is exposed to muddy water at the maximum time of cylindrical shape of height ΔH. It can be only during the formation of the groove. Therefore, a single plate-shaped groove having a width W1 is excavated at a stretch from the ground surface 40a to the building depth H of the continuous underground wall to form a plate-shaped groove having a height H. Of the cylindrical groove 1 in the circumferential direction at a time by excavating the cylindrical groove of the depth H at once to construct the underground wall.
The time required for excavation per piece is greatly reduced. Therefore, the time at which the ground at the same location around the excavated trench is exposed to muddy water can be greatly shortened, and the collapse of the soil around the excavated trench is prevented as much as possible. Further, adjacent plate-shaped grooves 65A, 65B, 65C, 65 are provided so as to communicate with each other in the horizontal circumferential direction with respect to each pilot hole 42.
By excavating D, 65E, etc., the plate-shaped grooves are surely communicated in the horizontal circumferential direction to form one cylindrical groove 65, etc. Further, a new cylindrical groove is formed immediately above the underground wall constructed in the cylindrical groove so as to be continuous with the underground wall with the same pilot hole 42 as a reference, and the new cylindrical groove is formed. By constructing underground walls in each area, the middle walls of each area are surely continuous. Therefore, since there is no vertical seam and it is possible to construct a continuous underground wall in which each of the intermediate walls is continuous in the vertical direction, the continuous underground wall to be finally constructed has sealing property and strength reliability. Can be improved. In the embodiment described above, the deploying arms 10 and 10 are indicated by arrows P,
Although it is provided so as to be expanded from the main body 2 in a fan shape in the Q direction, it may be expanded in any manner as long as it extends from the main body 2, for example, it may be expanded so as to be perpendicular to the main body 2. . In addition, in the above-described embodiment, the rotary cutting machine 2
0 is below the deploying arms 10 and 10 (direction of arrow B in FIG. 8 )
The expansion arms 10 and 10 are provided so as to be fan-shaped downward in the vertical direction (arrow B direction in FIG. 8 ) in the arrow P and Q directions and excavated downward in the vertical direction . If excavating, the rotary cutting machine 20 may be provided in any manner . For example, as shown in FIG. 9 , the rotary cutting machine 20 is provided above the deploying arms 10 and 10 (direction of arrow A in FIG. 9 ) and deployed. The arms 10 and 10 may be provided so as to expand in the vertical direction (arrow A direction in FIG. 9 ) in a fan shape in the arrow P and Q directions to excavate in the vertical direction. However, in this case, the starting point for starting the excavation is different from the case of the above-described deployable excavator 1, and for example, in the above-described embodiment, when excavating the bottom layer, not the starting point depth H1 When positioning to the construction depth H corresponding to the excavation end position and excavating the next second layer, not the start point depth H2 but the first underground wall 61 corresponding to the excavation end position in the above-described embodiment. The excavation is started by positioning in the upper moving space 69 and excavating. Furthermore, in the above-described embodiment, the underground wall is constructed by stacking the underground wall by digging vertically from the bottom layer of the continuous underground wall 60 at the construction depth H, but it is divided into a plurality of horizontal layers. Then, the underground wall may be constructed, and for example, the underground wall may be laminated by digging vertically downward from the uppermost layer on the surface side. Furthermore, although the continuous underground wall 60 is only constructed in the above-described embodiment, the ground 40 surrounded by the constructed continuous underground wall 60.
Excavating in a form that reinforces with the constructed continuous underground wall 60,
It goes without saying that a storage space or the like can be constructed. Further, in the above-described embodiment, the continuous underground wall 60 is connected to the surface 4
Although it has been constructed up to 0a, it is needless to say that depending on the desired shape of the storage space or the like, the continuous underground wall 60 may not be constructed up to the ground surface 40a and may be constructed halfway in the ground.

Still another deployable excavator 1B used in another continuous underground wall construction method according to the present invention is constructed as follows. That is, further expansion excavator. 1B, FIG.
As shown in FIG. 12 , the main body 2 includes deployment arms 10, 10
Are provided so as to expand in the directions of arrows P and Q in the vertically upward direction (direction of arrow A).
On the upper side of 0, the rotary widening cutting machine 20A
A plurality is provided along the line 0. Rotary widening cutting machine 2
0A is the width W2 of the deployment arm 10 as shown in FIG.
It can be swingably driven in the directions of the arrows R and S so as to project above. That is, the rotary widening cutting machine 20A has
Has a swinging hydraulic jack 23 that can be driven to project and retract in the directions of arrows C and D, which are directions substantially perpendicular to the longitudinal direction of the , . One end of the swinging hydraulic jack 23 is, as shown in FIG. It is pivotally attached to the deployment arm 10. Further, as shown in FIG. 13 , at the other end of the swinging hydraulic jack 23,
A swing transmission bar 24A parallel to the longitudinal direction of the deployment arm 10.
Is the direction in which the swinging hydraulic jack 23 projects and retracts (arrow C,
And the swing transmission bar 24
At both ends of A, there are widened hydraulic jacks 22, 22 having rods 22a which can be driven to project and retreat in the directions E and F which are directions perpendicular to the longitudinal direction of the deployment arm 10. It is vertically pivoted through 22 sides. One end of each hydraulic jack 22 for widening is shown in FIG.
As shown in FIG. 4 , the deploying arm 10 is pivotally attached to the deploying arm 10 so as to form a swing axis CT1 so as to be rotatable in the directions of arrows T and U.
At the tip of the rod 22a of each widening hydraulic jack 22,
The twin-drum cutters 21A are rotatably driven. Therefore, the rotary widening cutting machine 20A is
By making the swinging hydraulic jack 23 project and retract in the directions of arrows C and D, one set of widening hydraulic jacks 22, 22 is provided.
And twin drum cutters 21A, 21A are swing axis CT
It is possible to excavate the twin drum cutters 21A and 21A by laterally projecting the width W2 of the deploying arm 10 or more by swinging about 1 in the directions of arrows R and S. Furthermore, by making the widening hydraulic jack 22 project and retract in the directions of arrows E and F, it is possible to further excavate the twin drum cutter 21A by laterally projecting the width W2 or more of the deploying arm 10.

As shown in FIG. 12 , a muddy water collecting device 25 is provided below the expansion bracket 8 (direction of arrow B), and the muddy water collecting device 25 sucks the muddy water together with the excavated soil. Excavated soil suction port 27 is downward (direction of arrow B)
It is provided so that the opening is directed to. Further, a plurality of rotary widening cutting machines 12 are provided below the muddy water recovery device 25 (direction of arrow B) so as to project below the main body 2 (direction of arrow B). Swing axis CT
It is possible to swing and drive in the directions of arrows T and U with 2 as the center.
That is, the rotary widening cutting machine 12 has the swing arm 14, and at one end of the swing arm 14, the swing gear 16 forming the swing axis CT2 is oppositely swung. It is provided so as to mesh with the swinging gear 16 of the moving arm 14. A twin drum cutter 13 is rotatably driven at the other end of the swing arm 14. Between the pair of swing arms 14 and 14 swinging in opposition, the swing arms 14, A swinging hydraulic jack 15 is pivotally attached to the rocking rod 14 so as to project and retreat in the horizontal directions (directions perpendicular to the directions A and B) indicated by arrows G and H. Therefore, the rotary widening cutting machine 12 causes the swinging hydraulic jack 15 to project and retract in the directions of the arrows G and H to swing the swinging arm 1
4 and 14 and the twin drum cutters 13 and 13 are swung in the directions of arrows T and U about the swing axis CT2, and the deploying arms 10 and 10 and the swing arms 14 and 14 are pulled in along the main body 2. Minimum width C0 of deployable excavator 1B
( Shown in FIG. 10 (a) .) It is possible to excavate by projecting up to the widening diameter C1. Hereinafter, the state of the minimum width C0 of the expansion type excavator 1B means that the widening hydraulic jacks 22, 22 of each rotary widening cutting machine 20A provided on the expansion arm 10 are retracted in the direction of arrow F as shown in FIG. In addition, while the swinging hydraulic jack 23 is retracted in the direction of arrow D and the twin drum cutters 21A, 21A are stored on the deploying arm 10 side, the deploying arms 10, 10 are retracted along the main body 2, and As shown in FIG. 12 , the rotary widening cutting machines 12 and 12 provided below the main body 2 are moved back in the direction of arrow G by moving the swinging hydraulic jack 15 in the direction of the arrow G, and the swinging arms 14 and 13, 14 main body 2
10 shows a state of the deployable excavator 1B as shown in FIG. Further, the minimum width C0 of the deployable excavator 1B is such that the deployable arm 10, the swinging arm 14 and the like are stored so that the deployable excavator 1B has the minimum width.
In the state of FIG. 10A , the width of the widest portion is shown.

Therefore, when the deployable excavator 1B is used in another method for constructing a continuous underground wall according to the present invention, the continuous underground wall 60 is constructed in the following procedure. Basically, as described above, the continuous underground wall 60 to be constructed is vertically divided into a plurality of horizontal layers between the ground surface and the construction depth H to form the continuous underground wall 60. A cylindrical underground wall is constructed by stacking each layer from the top layer. Characteristic is
First, the uppermost layer is an underground wall (which has a highly accurate reference pilot hole serving as a vertical measurement reference position in the underground wall) that serves as a reference for the shape of the continuous underground wall 60 to be constructed. Is to build. First, as shown in FIG. 10 (a) , a widening diameter C1 of a minimum width C0 or more of the deployable excavator 1B is set along the vertical direction (direction of arrow B) of the shape of the continuous underground wall 60 to be constructed. The expanded pilot holes 42A to be formed are formed at predetermined intervals L from the ground surface 40a to a predetermined depth H '.
Excavate up to. In other words, hanging the deployment excavator 1B that the state of minimum width C0 deployment excavator 1B crawler crane 30 shown in FIG. 5, while supplying mud, Figure
Each rotary of the deployment excavator 1B shown in 12 widening cutting machine 1
The twin drum cutters 13 and 13 of 2 and 12 are rotationally driven, and the swinging hydraulic jack 15 is driven to project and retract in the directions of arrows G and H, so that the swinging arms 14 and 14 and the twin drum cutters 13 and 13 are moved to the arrows T and U. 1 is oscillated in the direction to the widening diameter C1 and the rotary table 31 fixing the main body 2 of the expansion type excavator 1B is driven to rotate .
As shown in 0 (a) , the main body 2 is rotated in the directions of arrows V and W about the vertical axis to excavate the expanded pilot hole 42A having the expanded diameter C1. Then, the diameter-expanded pilot hole 42A is formed in the ground 40 in a vertically downward direction (arrow B direction) from the ground surface 40a to a predetermined depth H '(or the diameter-expanded pilot hole 42A is formed as shown in FIG. 4 ) . The drill 35 may be suspended by the crawler crane 30, and the rotary table 31 may be rotationally driven while supplying muddy water to rotate the drill 35 to excavate. At this time,
The excavated soil is sucked together with the muddy water by the suction pump 32 shown in FIG. 5, and the ground 40 around the excavated expanded pilot hole 42A is pressurized with the muddy water to prevent the ground 40 from collapsing.

After the required number of the expanded pilot holes 42A having the predetermined depth H'have been drilled in this manner, as shown in FIG.
As shown in (b) , the continuous underground wall 60 to be constructed
In order to construct the underground wall 64 that serves as a reference for the shape of the above, a substantially cylindrical groove for placing concrete is formed in the uppermost layer. Therefore, first, in order to form a substantially cylindrical groove for constructing the underground wall 64 formed in the uppermost layer, the expansion type excavator 1B is set to the minimum width C0 of the expansion type excavator 1B. It is introduced into the expanded pilot hole 42A. Then, as shown in FIG. 10B , the excavator 1B connects the plate-shaped grooves 44A having the same depth in a plurality of times in the circumferential direction (corresponding to the number of the expanded pilot holes 42A). Excavation is performed in such a manner that one cylindrical groove 44 having the same depth is formed in the horizontal circumferential direction. In addition, the excavation operation of the groove 44 by the expansion type excavator 1B may be performed concurrently with the excavation operation of the expanded pilot holes 42A without waiting for completion of excavation of all the expanded pilot holes 42A. good.

The excavation operation of the groove will be described in detail below.
As shown in FIG. 10 (b) , the rotary cutting machines 20A, 20A of the deploying arms 10, 10 are installed in a predetermined diameter expansion pilot hole 42A (center in the drawing) of one of the plurality of diameter expansion pilot holes 42A. After positioning at the bottom of the depth H ′, FIG.
As shown in FIG. 5, the twin drum cutters 21A, 21A of the rotary widening cutting machines 20A provided on the deployment arm 10 are driven to rotate, and the widening hydraulic jacks 22, 22 of the rotary widening cutting machines 20A are projected in the arrow E direction. At the same time, the swinging hydraulic jack 23 projects in the directions of arrows C and D to widen the hydraulic jacks 22, 22 and the twin drum cutter 2.
1A, 21A in the direction of arrow R, S width W of the deploying arm 10
As shown in FIG. 10 (b) , the deployment arm 10 is swung so as to project to two or more, and while excavating the ground 40 while supplying muddy water to the twin drum cutter 21 A from the mud injection pipe 11 . Width W1 of the unit widening groove 44A
The unit is widened in the direction of the arrow P and excavated vertically upward (in the direction of arrow A) to the ground surface which is the end point depth of the unit widening groove 44A to form one unit widening groove 44A. The excavated soil generated by the excavation is discharged to the outside of the diameter-expanding pilot hole 42A together with the muddy water by the muddy water collecting device 25 provided below the deploying arms 10 and 10. Next, the deployable excavator 1B in the state of the minimum width C0 of the deployable excavator 1B is hoisted vertically upward (direction of arrow A) by the crawler crane 30 shown in FIG. In order to prevent the collapse, the expanded pilot hole 42 in which the unit expanded groove 44A is formed
The deployable excavator 1B with the deploying arms 10 and 10 retracted into the new diameter-enlarged pilot hole 42A provided in A.
To introduce. And, as described above, the expanded pilot hole 42
After positioning at the bottom of the predetermined depth H'of A, the rotary cutting machine 20A is driven to rotate and swing again, and the ground 40 is moved.
While excavating, the expansion arms 10 and 10 are unit widened groove 4
4A is developed in the direction of arrow P corresponding to the width W1 and is vertically upward (arrow A) to the ground surface which is the end point depth of the unit widening groove 44A.
Direction) to form one unit widening groove 44A. In this way, after the unit widening groove 44A is formed for every other diameter-expanding pilot hole 42A, the pilot holes 42A with no grooves are skipped every other space. The unit widening groove 44A is formed and the already formed unit widening groove 44A is communicated in the horizontal circumferential direction to form the cylindrical widening groove 44.

Next, as shown in FIG. 11 (a) , the reference pilot hole 41 is set to the reference position in the vertical direction at the substantially same position where the expanded pilot hole 42A in the cylindrical wide groove 44 is excavated. A plurality of steel pipes having an inner diameter C2 (C1>C2> C0) are positioned at a predetermined interval L so as to be positioned with high accuracy, concrete is placed in the positioned state, and the continuous underground wall 60 constructed from this is The underground wall 64 that is the upper layer and serves as a reference is constructed. Next, after the concrete has solidified, the deployable excavator 1B is again introduced into the reference pilot hole 41 in the minimum width state, and the reference pilot hole 41 is used as a positioning reference as shown in FIG. 11 (b). The diameter-expanding pilot hole 42A is excavated vertically downward by the cutter 13 to a predetermined depth below the underground wall 64. Then, the rotary cutting machines 20A, 20 for the deployment arms 10, 10
At the drilling end point of the expanded pilot hole 42A,
While rotating and driving, the swinging arm 10 is swung in the directions R and S in FIG. 14 corresponding to the widening diameter C1 of the width W2 or more of the deploying arm 10 to supply the muddy water from the mud-jetting pipe 11 to the twin drum cutter 21A, and the ground 40. Deploying arm 1 while excavating
0 and 10 are developed in the direction of arrow P corresponding to the width W1 of the unit widening groove 44A, and are vertically excavated to the bottom portion 64a of the underground wall 64 (direction of arrow A) to form one unit widening groove 44A. The excavated soil generated by the excavation is the deployment arm 1
The muddy water collecting device 25 provided below 0 and 10 discharges the muddy water to the outside of the expanded pilot hole 42A together with the muddy water. Similarly, after forming the unit widening groove 44A for every other diameter-expanding pilot hole 42A, then forming the unit widening groove 44A for the pilot hole 42A in which no other skipped groove is formed. Then, the unit widening groove 44 already formed
A is made to communicate in the horizontal circumferential direction to form a cylindrical widening groove 44. In this way, by constructing the widening groove 44 on the basis of the already formed highly accurate reference pilot hole 41, it becomes possible to excavate the widening groove 44 with high accuracy.
Then, after forming the widening groove 44, the deployable excavator 1
A steel pipe having an inner diameter C2 having a diameter larger than the minimum width C0 of B and capable of passing through the reference pilot hole 41 is loaded from the reference pilot hole 41 into the widened groove 44 formed, and the loaded steel pipe is loaded into the reference pilot hole 41. Based on the reference, the reference pilot hole 41 is positioned so as to communicate with the reference pilot hole 41, the reference pilot hole 41 is extended, concrete is placed in that state, and the second underground wall 64 of the continuous underground wall 60 to be constructed It is constructed by connecting it to the concrete placing surface of the underground wall 64 in the vertically downward direction (direction of arrow B). At this time, the steel pipe communicating with the reference pilot hole 41 can be used as the reference pilot hole 41 when constructing the third underground wall 64 constructed below the second underground wall 64. Also,
The steel pipes that form the reference pilot holes 41 of the inner wall 64 of each place are successively loaded and used in a reduced diameter form. (However, the minimum width C0 of the deployable excavator 1B or more)

By repeating the above-mentioned work, for each layer in the horizontal direction which constitutes the continuous underground wall 60 to be constructed, the underground walls 64 are laminated vertically downward from the ground surface to the construction depth of the continuous underground wall 60. To construct a continuous underground wall 60. Therefore, in addition to the effects described above, the deployment arms 10, 1
Deployable excavator 1 with 0 pulled in along the main body 2
Rotary widening cutting machine 12 capable of swinging over the minimum width C0 of B
Is provided below the excavator 1B, so that the expanded pilot hole 4 having a diameter equal to or larger than the minimum width C0 of the excavator 1B.
Since 2A can be excavated, a sheath pipe such as a steel pipe whose diameter is successively reduced can be carried in. Further, it is also possible to introduce the excavator 1B into the pilot hole 42 having the minimum width C0 of the conventional deployable excavator 1B to form a widening groove having a width larger than that. Further, the middle wall 64 is constructed in such a manner that the highly accurate reference pilot hole 41 that serves as the vertical measurement reference position is provided, and below each of the reference pilot holes 41 so as to communicate with each other in the horizontal circumferential direction. Plate-shaped groove 4
By excavating 4A, each plate-shaped groove is guided by the reference pilot hole 41, and reliably communicates in the horizontal circumferential direction to form one cylindrical groove 44. Further, directly below the underground wall 64 constructed by placing concrete in the cylindrical groove, a shape that is continuous with the underground wall 64 with the reference pilot hole 41 formed in the underground wall 64 as a reference. By forming a new cylindrical groove in, and constructing the underground wall 64 in the new cylindrical groove, each intermediate wall 64 is accurately and surely continuous with the reference pilot hole 41 as a reference.
Therefore, since there is no vertical seam and it is possible to construct a continuous underground wall in which each of the intermediate walls is continuous in the vertical direction, the continuous underground wall to be finally constructed has sealing property and strength reliability. Can be improved. In addition, in the above-mentioned embodiment, for each layer in the horizontal direction which constitutes the continuous underground wall 60 to be constructed, a pilot pipe 42A having an enlarged diameter is sequentially drilled, and a sheath pipe such as a steel pipe whose diameter is successively reduced is formed. A new reference pilot hole 41 is formed by connecting the reference pilot hole 41 as a reference, and the continuous underground wall 6
The continuous underground wall 60 was constructed by vertically stacking the underground walls to the construction depth of 0, but at the uppermost layer of the continuous underground wall 60,
First, after providing the reference pilot hole 41, the pilot hole 42 corresponding to the construction depth of the continuous underground wall 60 is continuously excavated on the basis of the reference pilot hole 41, and the continuous underground according to the present invention described above. Similar to the wall construction method, continuous underground wall 60
Needless to say that you can build a.

Further, in the above embodiment, the deployable excavator 1
By rotating the rotary widening / cutting machine 12 together with the main body 2 of B on the rotary table 31 around the vertical axis ( rotating in the directions of arrows V and W in FIG. 10 (a)) , the expanded pilot hole 42A was drilled. If the rotary widening cutting machine 12 can be rotated around the vertical axis, the rotary table 3
It is not necessary to use 1. Further, in the above-described embodiment, the muddy water recovery device 25 is fixedly provided below the expansion bracket 8 (in the direction of arrow B) with respect to the main body 2. Of course, it is also possible to provide the muddy water recovery device 25 so as to be movable with respect to the main body 2 in order to efficiently suck the excavated soil accumulated on the excavated bottom. Therefore, still another deployable excavator 1C used in another continuous underground wall construction method according to the present invention is configured as follows. That is, another deployable excavator 1
As shown in FIG. 15 , C is provided below the expansion bracket 8 (in the direction of arrow B) with a turntable 28 rotatably driven around the vertical axis CT3 in the directions of arrows V and W by a drive device (not shown). The turntable 28 is provided with a plurality of rotary widening cutting machines 12. That is, when the turntable 28 is rotationally driven in the directions of arrows V and W, the rotary widening cutting machine 12 is rotated in the directions of arrows V and W together with the turntable 28. Also, the main body 2
Is provided with a drain pipe 19 for discharging muddy water to the outside together with the excavated soil in a form penetrating the main body 2.
It is provided so as to be movable relative to the main body 2 in the axial direction of the main body 2, that is, in the directions of arrows A and B. Drain pipe 1
A muddy water collecting device 25 is provided at one end of 9, and the muddy water collecting device 25 is provided with an excavated soil suction port 27 for sucking the muddy water together with the excavated soil. In addition, the muddy water recovery device 2
5 is installed in the ground 40 such as the bottom portion 44Aa of the unit widening groove 44A. Therefore, when the main body 2 of the deployable excavator 1C rises vertically upward due to excavation, the drainage pipe 19 does not move, and the muddy water recovery device 25 can be maintained in a state of being fixed to the ground 40 at the bottom. Therefore, in addition to the above-mentioned effects, by rotating only the rotary widening cutting machine 12 around the vertical axis CT3, the widening pilot hole 42A having a diameter of the minimum width C0 or more of the excavator 1C according to the present invention is excavated. be able to. Further, by installing the muddy water recovery device 25 on the ground 40 such as the bottom portion 44Aa of the unit widening groove 44A, the excavated soil accumulated on the bottom portion 44Aa can be surely sucked by excavating in the form of excavation. Furthermore, excavator 1C
After introducing the excavator 1C into the pilot hole having the minimum width C0, the turntable 28 is rotated to deploy the rotary widening cutting machine 12 to the deploying arms 10, 10 as shown in FIG.
The rotary widening excavator 20A provided in the rotary armor is rotated in the same direction as the rotary widening excavator 20A. Driven and rocking driven, deploying arm 10
By deploying and excavating, the deployment arm 10
A wide groove having a width equal to or larger than the width can be formed by one excavation.

Further, in the above-described embodiments, in the expansion type excavators 1, 1A, 1B and 1C, the cutting machines such as the rotary cutting machine 20 and the rotary widening cutting machine 20A are provided only on one surface of the expansion arm 10. However, for example, as shown in FIG. 17 , by providing the rotary widening cutting machine 20A on both sides of the deploying arm 10, after introducing the deployable excavator into the pilot holes 42, the pilot holes such as the expanded pilot hole 42A, etc. It is possible to excavate trenches from above or below.

[0029]

As described above, the first aspect of the present invention
Of the invention, the pilot hole 42 is excavated in the vertical direction in the ground 40 along the shape of the continuous underground wall 60 to be constructed,
For each pilot hole 42, the unit first underground wall construction groove 6
5A, a unit first underground wall building groove 65B, a unit first underground wall building groove 65C, a unit first underground wall building groove 65D, a unit first underground wall building groove 65E, etc. One first underground at a lowermost part of the continuous underground wall to be constructed by connecting the unit underground wall building grooves to each other in a circumferential direction of the continuous underground wall. A unit underground wall such as a first underground wall 61 is formed by forming an underground wall building groove such as the wall building groove 65, and placing concrete in the underground wall building groove to form a circumferential underground continuous unit underground wall. The unit second underground wall building groove 66A and the unit second underground wall construction groove 66A are formed at a position continuous with the unit underground wall immediately above the unit underground wall constructed in the immediately preceding step.
Underground wall building groove 66B, unit second underground wall building groove 66C, unit second underground wall building groove 66D, unit second underground wall building groove 66
In the immediately preceding step, the unit underground wall building groove such as E is in a shape along the circumferential shape of the continuous underground wall to be built, and the unit underground wall building grooves are communicated in the circumferential direction. The first step of forming one underground wall building groove such as one second underground wall building groove 66 on the unit ground wall that has been built, concrete in the underground wall building groove formed in the first step. A second step of constructing a unit underground wall such as a second underground wall 62 that is cast and continuous in the circumferential direction so as to form a part of the continuous underground wall;
The continuous ground wall is constructed by executing the first step and the second step one or more times.

The second aspect of the present invention is the ground 4
0, the pilot hole 42 is vertically excavated along the shape of the continuous underground wall 60 to be constructed, and a unit underground wall construction groove is formed in the circumferential direction of the continuous underground wall for each pilot hole. The underground wall building groove is formed along the shape, and the unit underground wall building grooves are communicated with each other in the circumferential direction to form one underground wall building groove at the uppermost part of the continuous underground wall. Construct concrete unit in the groove and construct a unit underground wall continuous in the circumferential direction so as to form the uppermost part of the continuous underground wall, and the unit immediately below the unit underground wall constructed in the previous step. At a position continuous with the underground wall, a unit underground wall building groove is formed along the circumferential shape of the continuous underground wall, and the unit underground wall building grooves are communicated with each other in the circumferential direction, and immediately before. The first step of forming one underground wall construction groove under the unit underground wall constructed in the step of The second step, the first step and the second step of constructing a unit underground wall continuous in the circumferential direction by placing concrete in the formed underground wall construction groove so as to form a part of the continuous underground wall. It is configured to execute the two steps one or more times to construct the continuous underground wall.

Therefore, in the first and second inventions, the continuous underground wall to be constructed is divided into a plurality of horizontal layers, and a plate-shaped unit underground wall construction groove is formed horizontally for each layer. By excavating so as to communicate in the circumferential direction to form one cylindrical underground wall construction groove and constructing a unit underground wall, the same excavated ground can be exposed to muddy water at the maximum for the unit underground It can only be during the formation of a cylindrical groove at the height of the wall building groove. Therefore, a single plate-shaped groove is drilled all at once from the surface to the depth of continuous underground wall construction to form one plate-shaped underground wall construction groove, and further these grooves are circumferentially formed. Compared with the conventional method of constructing a unit underground wall by communicating at once and excavating a cylindrical groove at a stretch, the time at which the ground at the same location around the excavated groove is exposed to muddy water can be significantly shortened. The collapse of the ground around the excavated trench is prevented as much as possible. Also, by excavating adjacent plate-shaped unit underground wall building grooves so as to communicate with each other in the horizontal circumferential direction with respect to each pilot hole 42, each plate-shaped unit underground wall building groove is formed in each pilot hole. It is possible to form one cylindrical underground wall building groove that is surely communicated with each other in the horizontal circumferential direction with reference to 42. In addition, a new cylindrical underground wall construction is formed immediately above or directly below the unit underground wall formed in the cylindrical underground wall construction groove so as to be continuous with the unit underground wall based on the same pilot hole 42. By forming a groove and constructing a unit underground wall in the new cylindrical underground wall construction groove, each unit underground wall is surely continuous with the pilot hole 42 as a reference. Therefore,
Since there is no vertical seam and it is possible to construct a continuous underground wall in which each unit underground wall is continuous up and down with high accuracy, the continuous underground wall to be finally constructed has a sealing property and strength. The reliability can be improved.

Further, the third aspect of the present invention is the ground 4
No. 0, a first pilot hole such as the expanded pilot hole 42A is formed on the ground surface 4 along the shape of the continuous underground wall 60 to be constructed.
0a is drilled in the vertical direction, and for each of the first pilot holes described above, a unit underground wall construction groove such as a unit widening groove 44A is formed along the circumferential shape of the continuous underground wall, and Unit underground wall building grooves are communicated with each other in the circumferential direction to form an underground wall building groove such as one widening groove 44 on the uppermost part of the continuous underground wall,
The underground wall 64 which is continuous in the circumferential direction by placing concrete in the groove for constructing a second pilot hole such as a reference pilot hole 41 which serves as a reference for the shape of the continuous underground wall 60. A unit underground wall such as the uppermost part of the continuous underground wall, and a new first pilot hole is formed on the basis of the already formed second pilot hole. The first step of forming the unit underground wall in the form of communicating with the pilot hole of, the unit underground wall construction groove at a position continuous with the unit underground wall immediately below the unit underground wall constructed immediately before. A second groove for forming a single underground wall building groove below the unit underground wall constructed immediately before by connecting the unit underground wall building grooves to each other in the circumferential direction along the circumferential shape Step,
In the underground wall construction groove formed in the second step, concrete was placed in the form of forming a new second pilot hole based on the already formed second pilot hole and continued in the circumferential direction. Third step of constructing a unit underground wall so as to form a part of the continuous underground wall, the first step, the second
Since the step and the third step are executed once or more to construct the continuous underground wall,

In addition to the above-mentioned effects, by forming a second pilot hole in the unit underground wall which serves as a reference for the shape of the continuous underground wall 60 to be constructed, the second pilot hole is used as a reference. Since the excavation can be performed in the vertical downward direction with high accuracy, the excavation error in the vertical direction is small, and the sealability and the reliability of the strength of the joint between the unit underground walls can be further improved.

[Brief description of drawings]

FIG. 1 is a schematic side cross-sectional view showing an embodiment for constructing a continuous underground wall by the continuous underground wall construction method according to the present invention, and FIG. 1 (a) is a development shown in FIG. It is a schematic diagram which shows one Example which excavates the pilot hole for introducing a type excavator. (B) is a schematic diagram showing an embodiment that initiated the excavation of the trench and developed in the development drilling machine shown in FIG.

FIG . 2 is a view following FIG. 1 and shows a connection according to the present invention.
An example of constructing a continuous underground wall by a continuous underground wall construction method.
2A is a schematic view of a lateral cross section showing FIG.
It is a schematic diagram which shows one Example which casts concrete in the 1st underground wall construction groove formed by repeating the operation | movement. (B)
Is located above the first underground wall constructed in FIG.
It is a schematic diagram which shows one Example which started the excavation of the groove | channel by deploying the expansion | deployment type excavator shown in FIG.

FIG . 3 is a view following FIG. 2 and is a schematic view showing a state where a continuous underground wall is completed.

FIG . 4 is a continuous underground wall construction shown in FIGS. 1 to 3;
It is a figure showing an example of use of a deployment type excavator used in the method,
Pilot hole for introducing the deployable excavator shown in 8
It is a fracture | rupture side view which shows one Example which excavates.

FIG . 5 is a view following FIG. 4, and is a broken side view showing an embodiment in which the deployable excavator shown in FIG. 8 is introduced into a pilot hole.

Figure 6 is a diagram following FIG. 5 shows an embodiment in which to start drilling grooves expand expand drilling machine shown in FIG. 8
It is be broken side view.

Figure 7 is a diagram following FIG. 6 shows an example in which ends the drilling groove Expand Expand excavator shown in FIG. 8
It is be broken side view.

FIG . 8 is a diagram showing an embodiment of a deployable excavator used in the method for constructing a continuous underground wall according to the present invention.

FIG . 9 is a diagram showing another example of the deployable excavator used in the method for constructing a continuous underground wall according to the present invention.

10 is a schematic side sectional view showing another embodiment for constructing a continuous underground wall by the continuous underground wall construction method according to the present invention, and FIG . 10 (a) is shown in FIG. An Example of Drilling a Pilot Hole for Introducing a Deployable Excavator
It is a schematic diagram which shows . (B) is a schematic diagram showing an embodiment in which the deployable excavator shown in FIG. 12 is deployed to start excavation of a groove on the uppermost layer of a continuous underground wall to be constructed.

FIG . 11 is a view following FIG. 10 and illustrates the present invention.
Another method of constructing a continuous underground wall by the continuous underground wall construction method
Is a schematic view of a lateral cross-section showing the embodiment of FIG.
It is a schematic diagram which shows one Example which pours concrete into a reference | standard underground wall construction groove, after the work of 10 (b) is completed.
(B) shows after the reference diaphragm wall construction, after forming the pilot hole by expansion excavator shown in FIG. 12 again, expand the excavator an embodiment that initiated the drilling of the next groove It is a schematic diagram.

FIG . 12 is a view showing still another example of the deployable excavator used in the method for constructing a continuous underground wall according to the present invention.

FIG . 13 is a diagram of the deployable excavator shown in FIG.
It is sectional drawing of a II-VII cross section.

FIG . 14 is a diagram of the deployable excavator shown in FIG.
It is sectional drawing of a III-VIII cross section.

FIG . 15 is a diagram showing still another example of the deployable excavator used in the method for constructing a continuous underground wall according to the present invention.

16 is an X view of the deployable excavator shown in FIG.
It is sectional drawing of -X cross section.

FIG . 17 is a side view showing an example of a rotary cutting machine applied to still another deployable excavator used in the method for constructing a continuous underground wall according to the present invention.

[Explanation of symbols] 40 ... Ground 40a ... Ground surface 41 ... Second pilot hole (reference pilot hole) 42 ... Pilot hole 42A ... First pilot hole (expanded pilot hole) 44 ... Underground Wall building groove (widening groove) 44A …… Unit underground wall building groove (unit widening groove) 60 …… Continuous underground wall 61 …… Unit underground wall (first underground wall building groove) 62 …… Unit underground Wall (second underground wall construction groove) 65 …… Underground wall construction groove (first underground wall construction groove) 65A …… Unit underground wall construction groove (unit First underground wall construction groove) 65B …… Unit Underground wall construction groove (unit first underground wall construction groove) 65C …… Unit underground wall construction groove (unit first underground wall construction groove) 65D …… Unit underground wall construction groove (unit first underground wall) Building groove) 65E ... Unit underground wall building groove (Unit first underground wall building groove) 66 ... Underground wall building groove (Second underground wall building groove) 66A … Unit underground wall building groove (unit second underground wall building groove) 66B …… Unit underground wall building groove (unit second underground wall building groove) 66C …… Unit underground wall building groove (unit second ground) Middle wall construction groove) 66D …… Unit underground wall construction groove (unit second underground wall construction groove) 66E …… Unit underground wall construction groove (unit second underground wall construction groove)

[Procedure Amendment 2]

[Document name to be corrected] Drawing

[Correction target item name] All drawings

[Correction method] Change

[Correction content]

[Figure 1]

[Fig. 2]

[Figure 3]

[Figure 4]

[Figure 5]

[Figure 6]

[Figure 7]

[Figure 8]

[Figure 9]

[Figure 10]

FIG. 14

FIG. 11

[Fig. 12]

FIG. 15

[Fig. 13]

FIG. 16

FIG. 17

 ─────────────────────────────────────────────────── ─── Continuation of front page (72) Inventor Masao Hayashi 131-7 Wakamatsu, Abiko-shi, Chiba (72) Inventor Ryushi Kuno 2-4-5 Okubo, Narashino-shi, Chiba Espoar 202

Claims (3)

[Claims] 1. A pilot hole is excavated in the ground in a vertical direction along a shape of a continuous underground wall to be constructed, and a unit underground wall construction groove is formed in each continuous pilot hole for each pilot hole. In a shape along the circumferential shape of, and forming one underground wall building groove at the bottom of the continuous underground wall to be built by communicating the unit underground wall building grooves in the circumferential direction, The concrete underground wall is constructed by placing concrete in the underground wall construction groove so as to form a unit underground wall continuous in the circumferential direction so as to form the lowermost part of the continuous underground wall, and the unit underground wall constructed in the immediately preceding step. At a position continuous with the unit underground wall immediately above the unit underground wall building groove along the circumferential shape of the continuous underground wall to be constructed, and the unit underground wall building groove A first step for forming one underground wall construction groove on the unit underground wall constructed in the immediately preceding step by communicating in the circumferential direction. Second step of constructing a unit underground wall continuous in the circumferential direction by placing concrete in the underground wall building groove formed in the first step so as to form a part of the continuous underground wall A continuous underground wall construction method configured to construct the continuous underground wall by performing the first step and the second step one or more times. 2. A pilot hole is excavated in a vertical direction in the ground so as to conform to the shape of a continuous underground wall to be constructed, and a unit underground wall construction groove is provided for each pilot hole. Is formed so as to conform to the shape in the circumferential direction, and the unit underground wall building grooves are communicated in the circumferential direction to form one underground wall building groove at the uppermost part of the continuous underground wall, Building concrete in the underground wall construction groove and constructing a unit underground wall that is continuous in the circumferential direction so as to form the uppermost part of the continuous underground wall, and of the unit underground wall constructed in the previous step. Immediately below the unit underground wall, a unit underground wall building groove is formed along the circumferential shape of the continuous underground wall, and the unit underground wall building grooves are connected in the circumferential direction. And a first step of forming one underground wall construction groove below the unit underground wall constructed in the immediately preceding step, the first step A second step of constructing a unit underground wall continuous in the circumferential direction by placing concrete in the underground wall building groove formed by a step so as to form a part of the continuous underground wall, the first step A continuous underground wall construction method configured to construct the continuous underground wall by performing the step and the second step one or more times. 3. A first pilot hole in the ground is excavated vertically from the ground surface along the shape of a continuous underground wall to be constructed, and a unit underground wall is provided for each of the first pilot holes. One underground wall construction is formed on the uppermost part of the continuous underground wall by connecting the construction grooves along the circumferential shape of the continuous underground wall and connecting the unit underground wall building grooves in the circumferential direction. A groove is formed and concrete is placed in the groove for constructing the underground wall to form a second pilot hole that serves as a reference for the shape of the continuous underground wall to form a unit underground wall continuous in the circumferential direction. It is constructed so that it forms the uppermost part of the continuous underground wall, and a new first hole is created based on the already formed second pilot hole.
A first step of forming the pilot hole of the above-mentioned second pilot hole so as to communicate with the already formed second pilot hole, a unit ground immediately below the unit ground wall constructed immediately before, and a unit ground 1 below the unit underground wall constructed immediately before by connecting the unit underground wall building groove in the circumferential direction with the intermediate wall building groove along the circumferential shape of the continuous underground wall. A second step of forming two underground wall building grooves, and forming a new second pilot hole in the underground wall building groove formed in the second step with reference to the already formed second pilot hole Forming concrete in a shape to construct a unit underground wall continuous in the circumferential direction so as to form a part of the continuous underground wall, the third step, the first step, the second step and the third step. 1
A method for constructing a continuous underground wall, which is configured to be performed more than once to construct the continuous underground wall.