JP3355282B2 - Construction method of perforated sheet pile and continuous underground wall having permeation section using this sheet pile - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for providing a water-permeable portion on a water-impermeable continuous underground wall constructed along the outside of a planned underground structure when constructing an underground structure such as a subway. The present invention relates to a sheet pile for water permeability and a method for forming a water permeable portion on a continuous underground wall using the sheet pile.

[0002]

2. Description of the Related Art Conventionally, when constructing an underground structure underground such as subway construction, an underground structure to be built, that is, a soil retaining wall along both outer wall surfaces of a planned underground structure. After that, an underground structure is being built between the retaining walls. When such a retaining wall is constructed,
Groundwater flow is interrupted by the retaining wall, and the water level rises upstream of the groundwater across the retaining wall, causing flooding and overflow of well water, while problems such as well withering occur on the downstream side. become. Therefore, after the construction of the underground structure, a permeable portion for flowing groundwater is provided on the retaining wall.

[0003] As a method of providing such a water-permeable portion,
For example, as described in Japanese Patent Application Laid-Open No. 5-311643, a through hole is provided in a sheet pile forming a part of a retaining wall, and a cap is attached to one open end of the through hole. After the mortar is cast into the ditch with the cap abutting on the ground side after being built into the ditch excavated along the planned underground structure, by pulling the wire connected to the cap from the ground A method is known in which a cap is removed and a through-hole is opened to form a water-permeable portion through which groundwater flows. Japanese Patent Application Laid-Open No. 5-31644 discloses that a sheet pile having a through hole with the above cap is installed in a slot with the cap facing the planned underground structure side, and the cap is installed after the underground structure is built. There is disclosed a method of forming a water permeable portion through which groundwater is circulated by manually removing the water.

[0004]

However, according to the former method, when a sheet pile is erected in a slot and then mortar is cast, the mortar is inserted into a gap between a cap and a wall surface of the slot. When the cap is turned around and the cap is removed, the mortar may impede the passage of water to the through-holes, making it impossible to form a water-permeable portion, and the cap may be moved to the sheet pile side by earth pressure from the ground side. Since the cap is pressed, it may be difficult to remove the cap.

On the other hand, according to the latter method, if the underground structure is buried back after the underground structure is built, it is impossible to remove the cap. The cap is removed using the space between the retaining wall and the cap, but when the cap is removed, the groundwater flows into the space between the underground structure and the retaining wall, and there is a risk that the surrounding ground will sink. However, since the burial work is performed in a state where groundwater flows into the work, there is a problem that work efficiency is significantly reduced. The present invention has been made in view of such a problem, and an object of the present invention is to use a sheet pile for water permeation capable of reliably forming a water permeation part at a desired location in a continuous underground wall, and using this sheet pile. Accordingly, it is an object of the present invention to provide a method of constructing a continuous underground wall in which a water-permeable portion can be easily formed.

[0006]

Means for Solving the Problems In order to achieve the above object, a water-permeable sheet pile according to the present invention has a tubular body having an interior formed in a through-hole communicating with both sides of the sheet pile. A bag, which expands by injecting fluid into the cylinder to close the through hole and opens the through hole by contraction, is mounted with both ends protruding from both open ends of the cylinder. It has a structure that connects an injection hose.

[0007] The invention according to claim 2 relates to a method of constructing a continuous underground wall having a water-permeable portion using the above-mentioned sheet pile, and excavating a slot along an outer wall of an underground structure to be constructed. After supplying cement milk or mortar into the slot and arranging a sheet pile having a through hole and a bag body in a portion where a water permeable portion is to be formed, a plurality of sheet piles are connected to each other and then built. By injecting a fluid into the bag body of the sheet pile provided with the bag body, the bag body is inflated to close the through hole, and the end of the bag body is formed on the wall surface of the slot where the water-permeable layer on the ground side is exposed. Pressure contact, in this state by hardening the cement milk or mortar to form an impermeable continuous underground wall, after the construction of the underground structure, shrink the bag body to form a through hole with the ground-side permeable layer It is characterized in that it is formed in the communicating permeable part To have.

[0008] In method of constructing the underground diaphragm walls, as a specific means for forming the water-permeable portion, as described in claim 3, underground the impermeable underground diaphragm walls after construction of underground structures A method of drilling a hole communicating with the bag from the structure side, and after burying the underground structure, a method of contracting the bag and communicating the water permeable portion to the water permeable ground layer in the buried ground layer, As described in 4 , after the construction and burial of the underground structure, the wall portion on the underground structure side of the continuous underground wall in which the sheet pile with the bag is buried is laid along the length of the sheet pile. A method of forming the water-permeable portion by crushing to form a water-permeable layer portion and rupture and shrinking the bag during the crushing can be adopted.

Further, the invention according to claim 5 is the case where the sheet pile is made of a steel pipe sheet pile, wherein the through hole and the through hole are formed in a surface of the steel pipe sheet pile on the ground layer side and a surface of the underground structure to be built. Bags attached to the through-holes are provided, and these bags are inflated by injecting fluid to close the through-holes, and the underground structure side to be constructed with the wall surface of the slot where the permeable layer on the ground side is exposed Each of them is pressed against the slot wall surface, and after the construction and burial of the underground structure, these bags are shrunk to form through holes in the water-permeable portion communicating with the ground layer on the ground side and the ground layer on the underground structure side. It is characterized by the following.

A sixth aspect of the present invention relates to another method of forming a water permeable portion using a steel pipe sheet pile, wherein a through hole is formed in a surface of the steel pipe sheet pile on a ground layer side and a surface of an underground structure to be built. In addition, a bag is provided in the cylinder by inserting a cylinder between the through holes, and the bag is inflated by injecting a fluid into the bag to close the through hole in the cylinder and expand. Both ends of the bag body are pressed against the groove wall surface where the ground-side permeable layer is exposed and the groove wall surface of the underground structure side to be constructed, respectively, and after the underground structure is constructed and buried, the bag body is contracted. It is characterized in that the cylindrical body is formed as a water-permeable portion communicating with the ground layer on the ground side and the ground layer on the underground structure side.

[0011]

[Effects] After a series of sheet piles provided with the above-mentioned water-permeable sheet piles are buried in slots excavated along the outer wall of the underground structure to be built, bags are provided in the through-holes of the water-permeable sheet piles. When fluid is supplied to the body from the ground side through a fluid injection hose, the bag body expands and closely adheres to the inner peripheral surface of the through-hole, and the through-hole is securely closed and faces the slot-side wall surface on the ground side. Cement milk or mortar filling the slot can be pushed away by the expansion of the end of the bag, and the end of the bag is affected by earth pressure along the uneven wall surface of the slot. Therefore, the cement or mortar can be reliably prevented from entering the gap on the wall surface of the slot. Therefore, when the bag is contracted, groundwater from the ground side can flow into the through hole without any obstacle.

[0012] Further, after forming an impermeable continuous underground wall by hardening cement milk or mortar in the slot, an underground structure is constructed, and after burying the underground structure, the bag is contracted and penetrated. Since the hole is opened and the water-permeable layer on the ground side and the water-permeable ground layer in which the underground structure is buried are continuous through this through hole, the continuous ground is kept without sinking the surrounding ground and with good workability. A water permeable portion communicating from the ground side to the underground structure side can be formed at a predetermined location on the wall.

In order for the through hole opened by the shrinkage of the bag to communicate with the water-permeable ground layer on the underground structure side, the bag is inflated and both ends of the bag are grounded on the opposite wall surface of the slot. If it is in a state of being pressed against the buried ground side of the underground structure and the underground structure is built, if the bag is contracted after burying, both ground layers can be immediately connected through the through hole, In a state where the bag body is not pressed against the buried ground side of the underground structure, a hole communicating with the bag body from the underground structure side is formed after the underground structure is constructed and before the underground structure is buried. Then, after burying the underground structure, the water-permeable portion can be easily formed by shrinking the bag body. Further, without providing a hole through the through hole as described above, as described in claim 5, after the construction and burial of the underground structure, the wall portion of the continuous underground wall on the underground structure side is crushed. If the bag is ruptured by a crushing bit at the time of crushing, fluid in the bag flows out and the bag contracts,
The water permeable portion can be easily formed.

In addition to the steel sheet pile, a steel pipe sheet pile as claimed in claim 6 can be used as the sheet pile, and through holes which can be opened and closed by a bag body are provided on both sides of the steel sheet pile as described above. By closing the through hole by inflating the bag and pressing it against the opposing wall surface of the slot, by contracting these bags after the construction and embedding of the underground structure, the water permeable portion can be easily and reliably formed. Can be formed. Similarly, as described in claim 7,
If a tubular body is attached to the steel pipe sheet pile in a diametrical direction and a bag body is provided in the tubular body, both ends of the bag body can be pressed against the opposed wall surfaces of the slot by expanding the bag body. By shrinking the bag after the construction and burial of the underground structure, the water-permeable portion can be easily and reliably formed.

[0015]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Referring to the drawings, an embodiment of the present invention will be described with reference to FIGS. 1 to 3. In FIG. 1 to FIG.
A circular mounting hole 1b is formed at a height position corresponding to the above, and one end of the cylindrical body 3 is integrally fixed to the mounting hole 1b so that the cylindrical body 3 projects toward the permeable layer 2a side. ing. The inside of the cylindrical body 3 is formed in a through hole 4 communicating with both sides of the sheet pile 1. Reference numeral 5 denotes an inflatable and contractible rubber bag inserted through the through-hole 4 and having both ends protruding from both ends of the cylindrical body 3 and fixed to a lower peripheral portion of the cylindrical body 3. A fluid injection hose 6 having flexibility is connected to and communicated with an end protruding from one end of the body 3, and when the sheet pile 1 is built into a slot 8a to be described later, the hose 6
Is formed to a length that can extend to the ground surface side.

As means for attaching the bag 5 to the cylinder 3, as shown in FIG. 3, a fin piece 5a is integrally provided at an end of the bag 5 protruding from the tip of the cylinder 3, and The fin pieces 5a are fixed along the outer peripheral lower surface of the distal end portion of the cylindrical body 3 by bolts 7. In addition, the through-hole 4 provided with such a bag 5
Is provided at a height portion (length portion) corresponding to the number of the permeable layers 2a of the ground 2 on which the sheet pile 1 is to be built.

In order to construct a continuous underground wall A having a water permeable portion along the outer wall of the underground structure B (shown in FIG. 6) to be built using the water permeable sheet pile 1 thus constructed, first, The underground structure B to be built, that is, the slots 8, 8 having an interval slightly wider than the width of the planned underground structure and deeper than the bottom surface of the planned underground structure, sandwiching the planned underground structure are planned. Excavate along both outer walls of the underground structure.

The excavation of the slot 8 is performed as shown in FIG.
This is performed using a drilling machine 9 that supports a screw auger 9b on a carriage 9a so that the screw auger 9b can be rotated and moved up and down, and by rotating the screw auger 9b downward while rotating, the circular groove reaching a predetermined depth from the ground surface. After excavating the hole 8a and excavating the groove 8a, the next groove 8a is excavated so as to partially overlap the groove 8a, and thus the groove 8a which is continuous with each other is formed. The excavation is performed sequentially and continuously along both outer walls of the planned underground structure to form the slots 8. At this time, after excavating the slots 8a at regular intervals, the slots 8a that connect the slots 8a may be excavated.

As a method for constructing the continuous underground wall A serving as a retaining wall in the slot 8, an SMW (soil miximg wall) method is employed. That is, the slot portion is formed by the screw auger 9b.
When excavating 8a, by injecting cement milk from the tip of the screw auger 9b through the hollow interior of the screw auger 9b, the earth and soil excavated by the screw auger 9b and the cement milk are stirred and mixed to form a slurry. None, before this slurry hardened,
As shown in FIG. 5, the water-permeable sheet pile 1 and the ordinary steel sheet pile 1 ′ without the bag body 3 and the through-hole 4 are sequentially placed in each slot 8 a.
Then, the bag body 5 is inflated while being connected, and then the bag body 5 is inflated so that the inflated end of the bag body 5 protruding from the tip of the cylindrical body 3 is brought into close contact with the slot wall surface 8b on the ground 2 side to harden the slurry. Is built by

At this time, when the sheet piles 1 and 1 'are erected in the slot 8a, the bag 5 of the water permeable sheet pile 1 is erected against the permeable layer 2a of the ground 2 through which groundwater flows. When the layers 2a are provided above and below via the water-impermeable layer 2b as shown in FIG. 5, the bag 5
Is used. As shown in FIG. 2 described above, the connection between the sheet piles is sequentially built in the slot 8a while alternately changing the directions of the both-side bent portions 1a, 1a of the sheet pile, and the adjacent sheet piles are connected to the ends of the bent portions 1a. This is performed by engaging the hook-shaped engaging portions 1c, 1c formed on the portions with each other.

In order to inflate the bag body 5, when the sheet pile 1 is erected in the slot 8a, the upper end of the fluid injection hose 6 is extended to the ground side, and a pump or compressor installed on the ground is set up. (Not shown) by injecting a fluid such as liquid (water) or gas (air) into the bag body 5 through the injection hose 6. When the bag 5 expands,
The outer peripheral surface of the bag 5 is in close contact with the inner peripheral surface of the through hole 4 formed by the inside of the cylinder 3 to close the through hole 4 and expand the end of the bag 5 protruding from the tip of the cylinder 3. While the mixed slurry of cement milk and earth and sand is pushed away by this, the end face thereof is pressed against the slot wall surface 8b on the ground 2 side. At this time, even if the slot wall surface 8b is an uneven surface, the rubber bag body 5 is elastically deformed in accordance with the uneven surface, and the end surface is entirely formed on the slot wall surface 8b without leaving slurry in the concave portion. It is possible to prevent the groundwater in the permeable layer 2a from passing through the through holes 4 by being pressed against the end face of the permeable layer 2a on the exposed ground 2 side.

Next, an underground structure B is constructed by excavating the ground between the continuous underground walls A. As a method of constructing the underground structure B, first, the ground between the two continuous underground walls A, A is excavated and removed by using an excavating tool such as a bucket to form the space 10 (shown in FIG. 6). Provide. At this time, the ground between the two continuous underground walls A, A has a permeable ground layer through which groundwater flows before these underground walls are constructed, and an impermeable ground layer through which groundwater does not flow. Exist, and these ground layers are excavated and removed by the excavator as described above.

The underground structure B is built in the space 10 excavated and eliminated as described above. First, the permeable material such as gravel is placed on the impermeable ground layer 11 supporting the bottom wall B1 of the underground structure B. After burying the earth and sand to form the permeable ground layer 12, the underground structure B is built on the permeable ground layer 12. After or in parallel with the construction of this underground structure B, the underground structure B
Using the space between the side walls B2, B2 and the continuous underground walls A, A, the cylindrical body 3 is connected to the continuous underground walls A, A from the underground structure side.
A hole 4a communicating with the through hole 4 is formed. In this case, the bag 5 closing the through hole 4 is perforated so as not to burst, and the perforated hole 4a is closed by the inflated bag 5.

Thereafter, both side walls B2, B2 of the underground structure B
As shown in FIG. 7, the underground structure B is buried by backfilling the earth and sand on the space between the underground structure A and the ceiling wall B3 of the underground structure B. At the time of burying, the permeable layer 2a on the ground 2 side, that is, the permeable ground layer 2a 'is formed on the portion where the hole 4a is provided, and the impermeable ground layer 2b' is formed on the other portion. The hole 4a is filled with a permeable material such as crushed stone. C is a permeable ground layer 2a 'in which the underground structure B is buried so as to vertically divide the permeable ground layer 2a'.
a ′ is a water-impermeable sheet material embedded in a ′, and is distributed to the upper and lower permeable ground layers 2a ′ and 2a ′ without integrating water from the upper and lower permeable layers 2a and 2a on the ground 2 side, respectively. It is to let.

Thus, after constructing and burying the underground structure B,
As shown in FIG. 8, when the fluid is discharged to the ground side into the bag body 5 through the injection hose 6, the bag body 5 contracts and the through-hole 4 is formed.
Is opened to form a water permeable portion on the continuous underground wall A. Then, groundwater flows from the through holes 4 and 4a of one continuous underground wall A through the corresponding permeable ground layers 2a 'and 12 of the underground structure B, and the through holes 4 and 4a of the other continuous underground wall (not shown). , 4a to the permeable layer 2a of the ground 2 on the downstream side.

FIGS. 9 to 12 show a method of forming a water-permeable portion without forming a hole 4a communicating with the through hole 4 as described above in the continuous underground wall A. FIGS. As shown, an underground structure B is constructed and buried in a space portion 10 formed by excavating the ground between the continuous underground walls A, A, and then the sheet pile 1 and the underground structure B are buried in the continuous underground wall A. The wall portion between the ground and the ground is crushed by a crusher 13, and as shown in FIGS. 11 and 12, a water permeable layer portion 17 is formed by voids between countless pieces of crushed pieces. By bursting the other end of the bag 5 projecting from the bag, the bag 5 is contracted to make a water permeable portion.

As shown in FIG. 10, the crusher 13 is provided with an auger screw 16 at a lower portion of a rotating shaft 15 and a disk portion formed by projecting a plurality of crushing bits 14 downward at a lower end. The wall portion is crushed while being lowered from the ground surface side to form the permeable layer portion 17 and break the bag body 5 to release the blockage of the through hole 4. Underground structure B from through hole 4 of wall A and permeable layer part 17
Through the permeable ground layers 2a 'and 12, the water flows from the permeable layer portion and the through hole of the other continuous underground wall (not shown) to the permeable layer 2a of the ground 2 on the downstream side.

In the method for constructing the continuous underground wall A,
Although the sheet steel sheet piles are used as the sheet piles 1 and 1 ', a water permeable portion may be formed on the continuous underground wall A using the steel pipe sheet piles 21. Fig. 13-
FIG. 15 shows an example of this, in which one end of a cylindrical body 3 is communicated with one peripheral surface portion (a portion facing the ground side) of the steel pipe sheet pile 21 in and out of the steel pipe sheet pile 21 as in the case of the steel sheet pile 1. A rubber bag 5 that can be expanded and contracted is inserted into a through hole 4 formed inside the cylindrical body 3 and both ends thereof are projected from both ends of the cylindrical body 3. A fluid injection hose 6 which is fixed to the lower peripheral portion of the body 3 and protrudes from one end side of the cylindrical body 3 and has flexibility is connected to and communicates with the fluid injection hose 6. Further, a hole 22 having an appropriate size is provided on the extension line of the cylindrical body 3 in the other peripheral surface portion (the portion facing the underground structure B side) of the steel pipe sheet pile 21. The hole 22 may not be provided, and the hole may be formed from the underground structure side after the underground structure B is built and before the underground structure B is buried.

This steel pipe sheet pile 21 and a normal steel pipe sheet pile 21 'not provided with the bag body 5 are fixed to both sides of the steel pipe sheet pile 21'.
By connecting the U-shaped joint fittings 22 and 22, the earth and sand in the slot 8a and the cement milk are successively built into a slurry obtained by stirring and mixing, and the injection hose 6 is placed from the ground side.
By injecting a fluid into the bag body 5 through the opening, the bag body 5 is inflated to close the through hole 4 and the end of the bag body 5 protruding from the front end of the cylindrical body 3 is expanded to allow cement milk, earth and sand, and While the mixed slurry is pushed away, the end face thereof is brought into full contact with the slot wall surface 8b on the ground 2 side, and in this state, the cement milk is hardened to construct the continuous underground wall A which becomes the earth retaining wall.

After the construction and burial of the underground structure B,
As shown in FIG. 15, the inside of the steel pipe sheet pile 21 and the wall portion on the side of the underground structure B are crushed by the crusher by lowering the crusher from the ground surface side, and the steel pipe sheet pile 21 is formed by the voids between the numerous crushed pieces. By forming continuous permeable layers 23 and 24 through the holes 22 and crushing the crushing bit of the crusher, the other end of the bag 5 protruding into the steel pipe sheet pile 21 is ruptured, thereby forming the bag 5. It is contracted to make a water permeable part.
Other construction aspects are the same as when the above-mentioned steel sheet pile 1 is used.

FIGS. 16 to 18 show another example in which a permeable portion is formed on the continuous underground wall A using the steel pipe sheet pile 21.
The steel pipe sheet pile 21 is fixed to a portion facing the ground side and the planned underground structure side in a state where the base ends of the tubular bodies 3 and 3 communicate with the inside and outside of the steel pipe sheet pile 21 similarly to the steel sheet pile 1. In addition, a rubber bag 5 that can be expanded and contracted is inserted into a through hole 4 formed inside the cylindrical body 3 so that both ends thereof protrude from both ends of the cylindrical body 3. A fluid injection hose 6 having flexibility is fixed to the lower peripheral portion of the body 3 and connected to and communicates with a flexible fluid injection hose 6 in an end protruding from the base end side of the cylindrical body 3.

This steel pipe sheet pile 21 and a normal steel pipe sheet pile 21 'not provided with the bag body 5 are fixed to each other on both side surfaces thereof.
By connecting the U-shaped joint fittings 25, 25, the earth and sand in the slot 8a and the cement milk are successively built into a slurry obtained by stirring and mixing, and the steel pipe sheet piles continuously connected in the slot 8 After a core material 21 is formed, a fluid is injected into the two bag bodies 5 through the injection hose 6 from the ground side to inflate the bag bodies 5 to close the through holes 4 and to close the tip of the cylindrical body 3. The end surface of each bag 5 is expanded by the expansion of the end of the bag 5 protruding from the portion, and the slot wall surface on the ground 2 side is formed.
The continuous underground wall A which is to be a retaining wall is constructed by bringing the cement milk into contact with the inner wall 8c and the slot wall 8c on the side of the planned underground structure and hardening the cement milk in this state.

Then, after the underground structure B is built and buried, the crusher descends the crushing machine from the ground side into the steel pipe sheet pile 21 to crush the wall portion inside the steel pipe sheet pile 21 as shown in FIG. In addition, a permeable layer portion 26 is formed in the steel pipe sheet pile 21 by the gaps between the innumerable pieces of crushed pieces, and at the time of the crushing, the ends of the two bags 5, 5 projecting into the steel pipe sheet pile 21 by the crushing bit of the crusher are ruptured. Thereby, the bag body 5 is contracted to be a water permeable portion. Other construction aspects are the same as when the above-mentioned steel sheet pile 1 is used.

FIGS. 19 and 20 show still another example in which a water permeable portion is formed in the continuous underground wall A using the steel pipe sheet piles 21. The steel pipe sheet piles 21 are connected to the ground side and the planned underground structure. Holes 27 and 28 are drilled in the part facing the side.
A cylindrical body 3 ′ longer than the cylindrical body 3 is fixed in an inserted state therebetween,
A rubber bag 5 that can be expanded and contracted is disposed in a through hole 4 formed in the cylinder 3, and both ends of the bag 5 project from the steel pipe sheet pile 21 to the ground side and the planned underground structure side. The bag is fixed to the cylindrical body 3 in a state, and a flexible fluid injection hose 6 is connected to and communicated with an appropriate portion of the bag body 5.

The steel pipe sheet pile 21 and the ordinary steel pipe sheet pile 21 'not provided with the bag body 5 are connected to the C-shaped joint fittings 25, 25 fixed to both side surfaces of the pipe pile sheet 21' in the same manner as described above. The soil and sand and the cement milk are stirred and mixed into the slurry, and the core material is formed from the steel pipe sheet piles 21 continuously in the slot 8. By injecting fluid into the body 5, the bag body 5 is inflated to close the through hole 4, and both ends of the bag body 5 protruding from the steel pipe sheet pile 21 are expanded so that their respective end faces are formed on the ground C side. The continuous underground wall A serving as a retaining wall is constructed by pressing the wall surface 8b against the slot wall surface 8c on the planned underground structure side and hardening the cement milk in this state.

After the construction and embedding of the underground structure B, the bag body 5 is contracted by discharging the fluid into the bag body 5 through the injection hose 6 to the ground side, so that the through hole 4 is opened. The permeable layer C1 on the ground side and the permeable layer B1 on the underground structure B side
To form a water permeable portion that communicates with. Other construction aspects are the same as when the above-mentioned steel sheet pile 1 is used. In each of the above embodiments, cement milk was used as a hardening material to mix and mix with excavated earth and sand at the time of excavation of the pit, but using mortar, the mortar was filled into the excavated pit. Is also good.

[Brief description of the drawings]

FIG. 1 is a perspective view of a sheet pile for permeation,

FIG. 2 is a cross-sectional view of a state where the bag body is inflated,

FIG. 3 is a longitudinal side view thereof,

FIG. 4 is a simplified front view of a state where a slot is being excavated;

FIG. 5 is a simplified longitudinal side view of a state where a continuous underground wall is constructed in a slot;

FIG. 6 is a simplified vertical cross-sectional side view of an underground structure constructed,

FIG. 7 is a simplified vertical sectional side view showing a state where a water permeable portion is formed;

FIG. 8 is an enlarged vertical sectional side view of the water-permeable portion,

FIG. 9 is a simplified vertical sectional side view showing another method of forming a water permeable portion.

FIG. 10 is a simplified longitudinal side view of a state where a water permeable portion is formed;

FIG. 11 is a cross-sectional view of the formed water-permeable portion.

FIG. 12 is a longitudinal side view thereof,

FIG. 13 is a cross-sectional view of a case where a water permeable portion is formed using a steel pipe sheet pile;

FIG. 14 is a longitudinal side view thereof,

FIG. 15 is a cross-sectional view showing a state where a water permeable portion is formed.

FIG. 16 is a cross-sectional view showing another example in which a water permeable portion is formed using a steel pipe sheet pile;

FIG. 17 is a longitudinal side view thereof,

FIG. 18 is a cross-sectional view of a state where a water permeable portion is formed;

FIG. 19 is a cross-sectional view showing still another example in which a water-permeable portion is formed using a steel pipe sheet pile;

FIG. 20 is a vertical side view thereof.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 Perforated sheet pile 2 Ground 2a Water permeable layer 3 Cylindrical body 4 Through hole 5 Bag 8 Slot 17 Water permeable layer part A Continuous underground wall B Underground structure

──────────────────────────────────────────────────続 き Continued on the front page (58) Field surveyed (Int.Cl. ⁷ , DB name) E02D 5/04 E02D 31/02 E02D 5/18 E02D 5/20

Claims (7)

(57) [Claims] 1. A tubular body having an interior formed in a through hole communicating with both sides of the sheet pile, is fixed to the sheet pile, and the cylinder is expanded by injection of a fluid to close the through hole and penetrate by contraction. A perforated sheet pile, comprising: a bag body having an open hole; and both ends protruding from both open ends of the cylindrical body, and a fluid injection hose is connected to the bag body. 2. A method of constructing a continuous underground wall constructed along an outer wall of an underground structure to be constructed and having a water permeable portion communicating with a ground side and an underground structure side to be constructed. Excavating a slot along the outer wall of the underground structure, supplying cement milk into the slot, and arranging a plurality of sheet piles each having a through-hole and a bag at a portion where a water-permeable portion is to be formed. After stacking the sheet piles in a state of being connected to each other, the bag body is inflated by injecting a fluid into the bag body of the sheet pile provided with the bag body to close the through hole and to close the end of the bag body. Is pressed into contact with the channel wall surface where the permeable layer on the ground side is exposed, and in this state, the cement milk is hardened to form an impermeable continuous underground wall, and the construction of an underground structure,
A method of constructing a continuous underground wall having a water-permeable portion, wherein the through-hole is formed in a water-permeable portion communicating with a ground-side water-permeable layer by shrinking the bag body after embedding. 3. After the construction of the underground structure, a hole is formed in the impermeable continuous ground wall from the underground structure side to the bag.
3. The continuous underground wall having a water permeable portion according to claim 2 , wherein after burying the underground structure, the bag is shrunk to allow the water permeable portion to communicate with the water permeable ground layer in the buried ground layer through the hole. How to build. 4. After constructing and burying the underground structure, crush the wall portion on the underground structure side of the continuous underground wall in which the sheet pile with the bag is buried is laid along the length of the sheet pile. 3. The method according to claim 2 , wherein the permeable portion is formed by forming a permeable layer portion by rupture and shrinking the bag body during crushing. 5. The sheet pile is made of a steel pipe sheet pile, and the through hole and a bag attached to the through hole are provided on a surface of the steel sheet pile on a ground layer side and a surface of an underground structure to be built.
These bags are inflated by injection of fluid to close the through-holes, and at the same time, are pressed into contact with the groove wall surface where the permeable layer on the ground side is exposed and the groove wall surface on the underground structure side to be constructed. of construction, according to claim 2, characterized by forming the water-permeable portion through hole by contracting these bag communicates to the ground layer of the aquifer and underground structures side of the ground side after embedding
A method for constructing a continuous underground wall having a water permeable portion according to the above. 6. The sheet pile is made of a steel pipe sheet pile, and holes are formed in a surface of the steel sheet pile on a ground layer side and a surface of an underground structure to be built, and a cylindrical body is inserted between these holes. A bag body was provided in the lever body, and the bag was expanded by injecting a fluid into the bag body to close the through-hole in the cylinder body, and both ends of the expanded bag body were exposed to the ground-side permeable layer. The bladder wall is pressed against the wall surface of the underground structure to be constructed, and the bag body is contracted after construction and burial of the underground structure. The method according to claim 2, wherein the underground wall is formed at a permeable portion communicating with a ground layer. 7. The claims 2 to wherein the injecting mortar into the groove hole in place of the cement milk 6
The construction method of a continuous underground wall according to any one of the above.