JP2005016295A - Construction method for underground impervious wall - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To easily construct an underground impervious wall with the same degree of strength as that of the ground, at a low cost without using a cement-based solidifying material by delaying the viscosity increase of powder or granular bentonite or clay mineral such as knot clay to efficiently and uniformly mix and agitate a large quantity of clay mineral and mixed soil. <P>SOLUTION: While excavating the object ground, the powdery or granular clay mineral or the clay mineral and a clay mineral suspension are discharged to mix and agitate the clay mineral or the clay mineral and clay mineral suspension and the ground sediment in the ground. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

  The present invention relates to a method for constructing an underground impermeable wall using clay minerals such as bentonite and Kibushi clay.

  In general, as a method of constructing the impermeable wall and the retaining wall, the target ground is excavated with an earth auger machine, etc., and the cement-based solidified material and the clay mineral suspension and the ground of the target ground are mixed and stirred. A method of hardening and forming a wall body in the ground is known, but if a cement-based solidifying material is added, the wall body cannot follow the deformation of the ground, etc., and it can ensure water shielding for a long time. difficult.

  On the other hand, using the bentonite mud wall construction method that fills bennite mud in the excavation groove using the followability to ground deformation caused by the self-healing property of bentonite, which is a clay mineral, without using cement-based solidified material, In some cases, the underground water-impervious wall is secured for a long period of time. However, since no cement-based solidifying material is used, the wall strength is weak, which may cause the surrounding ground to collapse.

Based on these, a method for constructing underground impermeable walls by mixing and stirring powdered bentonite, water, and ground soil of the target ground in the local ground without using cement-based solidification materials has been proposed. (For example, refer to Patent Document 1).
JP-A-11-43934 (pages 3 to 6)

  However, a large amount of bentonite needs to be added in order for the underground impervious wall with bennite mixed soil to have the same level of strength as the ground without adding cement-based solidifying material. Due to the high viscosity of the liquid, it is difficult to pump the liquid when pumping, and the mechanical agitation such as an earth auger deteriorates the stirring efficiency, so a large amount of bentonite cannot be added. There was a problem.

  Therefore, the main problem of the present invention is to delay the increase in the viscosity of clay minerals such as powdered or granular bentonite and kibushi clay, so that a large amount of clay mineral and mixed soil can be efficiently homogenized with low viscosity. An object of the present invention is to provide a method for easily and inexpensively constructing an underground impermeable wall having the same strength as the ground without mixing and stirring and using a cement-based solidifying material.

The present invention that has solved the above problems is as follows.
<Invention of Claim 1>
The invention according to claim 1 is a first step of discharging the clay mineral suspension while excavating the target ground, and mixing and stirring the clay mineral suspension and the ground soil and sand in the ground. A second step of mixing and stirring the powder or granular clay mineral and the mud mixed soil while pneumatically feeding the powder or granular clay mineral to the mud mixed soil mixed and stirred by the step of It is the construction method of the underground impermeable wall characterized by comprising.

(Function and effect)
In the first step, the clay mineral suspension is discharged as a stabilizing liquid, and the clay mineral suspension and the ground soil and sand in the ground are mixed and stirred to prevent the collapse of the excavation hole or the excavation groove, Excavate the target ground.
In addition, in the second step, the powder or granular clay mineral is not conveyed with water but pneumatically, so that the clay mineral does not increase in viscosity during conveyance and is conveyed in powder or granular state. Therefore, even if this clay mineral and mud mixed soil are mixed and stirred, the viscosity increase of the clay mineral can be delayed, so it is easy to uniformly mix and stir the clay mineral and mixed soil while maintaining low viscosity. And stirring efficiency is good.
That is, the first step and the second step allow efficient and homogeneous mixing and stirring with low viscosity, and after mixing and stirring, an underground impermeable wall having the same strength as the ground is constructed.

<Invention of Claim 2>
In the invention according to claim 2, the amount of clay mineral in the clay mineral suspension in the first step is ^{30 to} 500 kg / m ³ per 1 m ^{3 of} water, and the powder in the second step or The amount of the granular clay mineral is the construction method of the underground impermeable wall according to claim 1, wherein the amount of the granular clay mineral is 20 to 450 kg / m ³ per 1 m ^{3 of} the target sediment.

(Function and effect)
In the first step, a clay mineral suspension having a clay mineral amount of ^{30 to} 500 kg / m ³ per 1 m ^{3 of} water is discharged as a stable liquid, and the clay mineral suspension and the ground in the ground are discharged. The target ground is excavated while mixing and stirring with earth and sand to prevent the collapse of the excavation hole or the excavation groove.
In addition, in the second step, 20 to 450 kg / m ³ of powder or granulated clay mineral per 1 m ³ of the target soil and sand is pneumatically fed instead of water, so that the clay mineral has a viscosity during transportation. Since it is transported in powder or granular state without increasing, even if a large amount of clay mineral of 20 to 450 kg / m ³ per 1 m ^{3 of} the target soil and mixed mud is mixed and stirred, the viscosity of the clay mineral increases. Since it can be delayed, homogeneous mixing and stirring of the clay mineral and the mixed soil can be easily performed while the viscosity is low, and the stirring efficiency is also good.
That is, the first step and the second step allow efficient and homogeneous mixing and stirring with low viscosity, and after mixing and stirring, an underground impermeable wall having the same strength as the ground is constructed.

<Invention of Claim 3>
According to a third aspect of the present invention, the first step is performed while excavating with the excavating shaft, using the excavator having a single-axis or multi-axis excavating shaft, and the second step is performed while pulling out the excavating shaft. It is a construction method of the underground impermeable wall according to claim 1 or 2 which performs a process.

(Function and effect)
In the first step, a clay mineral suspension with a relatively low concentration is discharged as a stable liquid, and this clay mineral suspension and the ground soil and sand in the ground are mixed and stirred to prevent the collapse of the excavation hole. Meanwhile, the target ground is excavated by using an excavator equipped with a single-axis or multi-axis excavation axis.
In addition, in the second step, the powder or granular clay mineral is not conveyed with water but pneumatically, so that the clay mineral does not increase in viscosity during conveyance and is conveyed in powder or granular state. Therefore, even if this clay mineral and mud mixed soil are mixed and stirred, the viscosity increase of the clay mineral can be delayed, so it is easy to uniformly mix and stir the clay mineral and mixed soil while maintaining low viscosity. And stirring efficiency is good.
Here, in the second step, the powdery or granular clay mineral is pneumatically fed in advance without being brought into contact with moisture and discharged into the muddy water mixed soil in order to delay the increase in viscosity of the clay mineral. If a large amount of clay mineral is brought into contact with moisture before being discharged into the muddy water mixed soil, not only will the viscosity increase in the conveying pipe and it will be difficult to pump, but even after being discharged into the muddy water mixed soil. This makes it difficult to mix and stir, resulting in poor stirring efficiency. In addition, by discharging the powder or granular clay mineral while pulling out the drilling shaft, if the drilling shaft is pulled out until the viscosity increases, homogeneous mixing and stirring can be performed with low viscosity. .
That is, powder or granular clay mineral is pneumatically fed into the mud mixed soil in advance without contact with moisture, and before the viscosity of the clay mineral increases, water, ground soil, clay mineral suspension and powder If the clay mineral in the body or granular form is mixed and stirred, it can be easily mixed and stirred uniformly in the low-viscosity muddy water mixed soil, and the stirring efficiency is good. An underground impermeable wall having the strength of

<Invention of Claim 4>
According to a fourth aspect of the present invention, a chain cutter type excavator having a movable base machine and a cutter for excavating a target ground is used, and the chain cutter is set in one direction starting from the construction position of the cutter. The first step is performed while excavating the groove while the method excavator is moving, and the second step is performed while the chain cutter excavator returns to the built-in position of the cutter. It is a construction method of underground impermeable walls.

(Function and effect)
In the first step, a clay mineral suspension with a relatively low concentration is discharged as a stable liquid, and this clay mineral suspension and the ground soil and sand in the ground are mixed and stirred to prevent the collapse of the excavation hole. Meanwhile, the target ground is excavated using a chain cutter excavator.
In addition, in the second step, the powder or granular clay mineral is not conveyed with water but pneumatically, so that the clay mineral does not increase in viscosity during conveyance and is conveyed in powder or granular state. Therefore, even if this clay mineral and mud mixed soil are mixed and stirred, the viscosity increase of the clay mineral can be delayed, so it is easy to uniformly mix and stir the clay mineral and mixed soil while maintaining low viscosity. And stirring efficiency is good.
Here, in the second step, the powdery or granular clay mineral is pneumatically fed in advance without being brought into contact with moisture and discharged into the muddy water mixed soil in order to delay the increase in viscosity of the clay mineral. If a large amount of clay mineral is brought into contact with moisture before being discharged into the muddy water mixed soil, not only will the viscosity increase in the conveying pipe and it will be difficult to pump, but even after being discharged into the muddy water mixed soil. This makes it difficult to mix and stir, resulting in poor stirring efficiency. In addition, the chain cutter type drilling device discharges powder or granular clay mineral while returning to the position where the cutter is built, so that the return to the position where the cutter is built is finished before the viscosity increases. When the drawing is completed, homogeneous mixing and stirring can be performed with a low viscosity.
In other words, the powdered clay mineral is pneumatically fed into the mud mixed soil in advance without contact with moisture, and before the viscosity of the clay mineral increases, water, ground soil, clay mineral suspension and powder If the clay mineral is mixed and stirred, it can be easily mixed and homogenized easily in the low-viscosity mud mixed soil, and the stirring efficiency is good. After mixing and stirring, it has the same strength as the ground. Underground impermeable walls can be constructed.

<Invention of Claim 5>
The invention according to claim 5 discharges the powder or granular clay mineral or the clay mineral and clay mineral suspension while excavating the target ground, and the clay mineral or the clay mineral and clay mineral suspension. It is the construction method of the underground impermeable wall characterized by mixing and stirring the turbid liquid and the ground soil and sand in the ground.

(Function and effect)
In order to give the same level of strength as the ground without using cement-based solidifying material, it is necessary to add a large amount of clay mineral. Or it is divided into two modes of a granular state. By dividing into two modes, at least the amount that can prevent the collapse of the excavation hole or the excavation groove, etc. is suspended in advance (in the case of only the powder or granule state or the suspension depending on the ground condition) The amount of the remaining amount is sufficient to provide strength at least as an underground impermeable wall after excavation, while preventing the collapse of the excavation hole or trench, etc. Can be discharged in a powder or granular state.
In the powder or granule state, the increase in viscosity due to contact with water or the like can be delayed compared to the suspension state, so the clay mineral and the mixed soil can be easily maintained in a low viscosity state. It is possible to construct an underground impermeable wall having the same strength as the ground without using a cement-based solidifying material. Further, since powdery or granular clay minerals are used, the amount of water is smaller than that of the normal bentonite mud wall construction method, so that there is less mud and industrial waste can be reduced.

<Invention of Claim 6>
The invention according to claim 6, wherein the amount of the powder or granular clay mineral is subject sediment volume 1 m ³ per 20~450kg / m ^3, the clay mineral content of the clay mineral suspension, water 1 m ³ is a per 30~500kg / m ^3, a method for constructing an underground impervious wall of claim 5, wherein.

(Function and effect)
In the present invention, the addition of the clay mineral is performed in two modes: a suspension state and a powder or granule state. By dividing into two modes, at least the amount that can prevent the collapse of the excavation hole or the excavation groove ( ^{30 to} 500 kg / m ³ per 1 m ^{3 of} water) is suspended in advance (depending on the ground condition, At least the underground impermeable wall after excavation is carried out while preventing the collapse of the excavation hole or trench, etc. The remaining amount for imparting strength (20 to 450 kg / m ³ per 1 m ^{3 of} target soil and sand volume) can be discharged in a powder or granular state.
In the powder or granule state, the increase in viscosity due to contact with water or the like can be delayed compared to the suspension state, so the clay mineral and the mixed soil can be easily maintained in a low viscosity state. It is possible to construct an underground impermeable wall having the same strength as the ground without using a cement-based solidifying material. Further, since powdery or granular clay minerals are used, the amount of water is smaller than that of the normal bentonite mud wall construction method, so that there is less mud and industrial waste can be reduced.

<Invention of Claim 7>
The invention according to claim 7 is a construction method of an underground impermeable wall formed by using a chain cutter type excavator provided with a movable base machine and a cutter for excavating a target ground. The construction method of the underground impermeable wall according to claim 5 or 6, wherein the chain cutter excavator is moved in one direction starting from the erected position of the dam while excavating the groove.

(Function and effect)
Stir and mix while performing groove excavation with a chain cutter excavator. In the powder or granule state, the increase in viscosity due to contact with water or the like can be delayed compared to the suspension state, so the clay mineral and the mixed soil can be easily maintained in a low viscosity state. It is possible to construct an underground impermeable wall having the same strength as the ground without using a cement-based solidifying material. Further, since powdery or granular clay minerals are used, the amount of water is smaller than that of the normal bentonite mud wall construction method, so that there is less mud and industrial waste can be reduced.

<Invention of Claim 8>
The invention according to claim 8 discharges the powder or granular clay mineral or the clay mineral and clay mineral suspension while excavating the target ground, and the clay mineral or the clay mineral and clay mineral suspension. A first step of mixing and stirring the turbid liquid and the ground soil and sand in the ground, and discharging the powder or granular clay mineral to the mud mixed soil mixed and stirred by the first step, this clay mineral And a second step of mixing and stirring the muddy water mixed soil.

(Function and effect)
The first step is mainly in the excavation stage, and at least the amount that can prevent the collapse of the excavation hole or the excavation groove, etc. is previously suspended (in the case of only the powder or granule state depending on the ground condition) And the second step is mainly mixed and stirred, and at least the remaining amount to provide strength as an underground impermeable wall after excavation. About the minute, it mixes and stirs, discharging in a powder or granule state.
Therefore, the first step and the second step allow efficient and uniform mixing and stirring with low viscosity, and after mixing and stirring, an underground impermeable wall having the same strength as the ground is constructed. Further, since powdery or granular clay minerals are used, the amount of water is smaller than that of the normal bentonite mud wall construction method, so that there is less mud and industrial waste can be reduced.

<Invention of Claim 9>
Invention of claim 9 wherein the amount of the powder or granular clay mineral in the first step is a target sediment volume 1 m ³ per 20~450kg / m ^3, of the clay mineral suspension clay mineral amounts are water 1 m ³ per 30~500kg / m ^3, the amount of the powder or granular clay mineral in the second step, the target sediment volume 1 m ³ per 20~450kg / m ³ The method for constructing an underground impermeable wall according to claim 8.

(Function and effect)
The amount of powdered or granular clay mineral (20 per 1 m ^{3 of} target sediment), which is the amount that can prevent at least the collapse of the excavation hole or trench, etc. ~ 450 kg / m ³ ) or / and only the amount of clay mineral in the clay mineral suspension (30-500 kg / m ³ per 1 m ^{3 of} water) is in suspension (powder or granule depending on the ground conditions) The second step is mainly mixed and stirred, and at least after the excavation, the remainder to provide strength as an underground impermeable wall The amount of the powdered or granular clay mineral (20 to 450 kg / m ³ per 1 m ^{3 of the} target sediment) is mixed and stirred while being discharged in the powder or granular state.
Therefore, the first step and the second step allow efficient and uniform mixing and stirring with low viscosity, and after mixing and stirring, an underground impermeable wall having the same strength as the ground is constructed. Further, since powdery or granular clay minerals are used, the amount of water is smaller than that of the normal bentonite mud wall construction method, so that there is less mud and industrial waste can be reduced.

<Invention of Claim 10>
The invention according to claim 10 is a method for constructing an underground impermeable wall formed by using an excavator provided with a single-axis or multi-axis excavation axis, wherein the first step is performed while excavating with the excavation axis. The method for constructing an underground impermeable wall according to claim 8 or 9, wherein the second step is performed while pulling out the excavation shaft.

(Function and effect)
The first step is mainly the excavation stage by the excavation shaft, and at least the amount that can prevent the collapse of the excavation hole or the excavation groove, etc. is suspended in advance (powder or granule state depending on the ground condition) And the second step is mainly mixed and stirred while pulling out the excavation shaft, and at least the underground impermeable wall after excavation. As for the remaining amount for giving strength, the mixture is stirred while being discharged in the form of powder or granules.
Therefore, the first step and the second step allow efficient and uniform mixing and stirring with low viscosity, and after mixing and stirring, an underground impermeable wall having the same strength as the ground is constructed. Further, since powdery or granular clay minerals are used, the amount of water is smaller than that of the normal bentonite mud wall construction method, so that there is less mud and industrial waste can be reduced.

<Invention of Claim 11>
The invention according to claim 11 is a construction method of an underground impermeable wall formed by using a chain cutter type excavator provided with a movable base machine and a cutter for excavating a target ground. The first process is performed while excavating the groove while the chain cutter excavator moves in one direction starting from the erected position, and the chain cutter excavator returns to the erected position of the cutter while the second step. It is the construction method of the underground water-impervious wall according to claim 8 or 9, wherein the step is performed.

(Function and effect)
The first step is mainly the excavation stage by the groove excavation of the chain cutter excavator, and at least the amount that can prevent the collapse of the excavation hole or the excavation groove, etc. is previously suspended (depending on the ground condition) In some cases, it may be added in the form of powder or granules only, or it may be added together with the suspension state), and the second step is mainly mixed and stirred while returning to the position where the cutter of the chain cutter type excavator is built. The remaining amount for providing strength as an underground impermeable wall after excavation is mixed and stirred while being discharged in a powder or granular state.
Therefore, the first step and the second step allow efficient and uniform mixing and stirring with low viscosity, and after mixing and stirring, an underground impermeable wall having the same strength as the ground is constructed. Further, since powdery or granular clay minerals are used, the amount of water is smaller than that of the normal bentonite mud wall construction method, so that there is less mud and industrial waste can be reduced.

<Invention of Claim 12>
The invention according to claim 12 is a method for constructing an underground impermeable wall formed by using a drilling device having a single-axis or multi-axis drilling shaft, and while excavating to a predetermined depth by the drilling shaft, A body or granular clay mineral, or the clay mineral and clay mineral suspension is discharged, and the clay mineral or the clay mineral and clay mineral suspension and the ground soil in the ground are mixed and stirred. And without mixing the clay mineral suspension and the powder or granular clay mineral while pulling out the excavating shaft, the mixed mud mixed soil mixed and stirred in the first step is only mixed and stirred. In the second step, while the excavation shaft is inserted again into the excavation hole formed in the first step, the powder or granular clay mineral is discharged, and the clay mineral and the muddy water mixed soil are mixed. A third step of stirring and the excavation A fourth step of performing only mixing and stirring without discharging the clay mineral suspension and powder or granular clay mineral while pulling out the ground, and the construction of an underground impermeable wall characterized in that Is the method.

(Function and effect)
In the second step and the fourth step, only the mixing and stirring is performed without discharging the clay mineral suspension and the powdery or granular clay mineral, so that the clay mineral and the muddy water mixed soil are more homogeneous. Stir.

<Invention of Claim 13>
Invention of claim 13 wherein the amount of the powder or granular clay mineral in the first step is a target sediment volume 1 m ³ per 20~450kg / m ^3, of the clay mineral suspension clay mineral amounts are water 1 m ³ per 30~500kg / m ^3, the amount of the powder or granular clay mineral in the third step, the target sediment volume 1 m ³ per 20~450kg / m ³ It is the construction method of the underground impermeable wall of Claim 12 which exists.

(Function and effect)
The amount of powdered or granular clay mineral (20 per 1 m ^{3 of} target sediment), which is the amount that can prevent at least the collapse of the excavation hole or trench, etc. ~ 450 kg / m ³ ) or / and only the amount of clay mineral in the clay mineral suspension (30-500 kg / m ³ per 1 m ^{3 of} water) is in suspension (powder or granule depending on the ground conditions) The third step is mainly mixing and stirring, and at least the remaining to provide strength as an underground impermeable wall after excavation. The amount of the powdered or granular clay mineral (20 to 450 kg / m ³ per 1 m ^{3 of the} target sediment) is mixed and stirred while being discharged in the powder or granular state.
Therefore, the first step and the third step allow efficient and uniform mixing and stirring with low viscosity, and after mixing and stirring, an underground impermeable wall having the same strength as the ground is constructed. Further, since powdery or granular clay minerals are used, the amount of water is smaller than that of the normal bentonite mud wall construction method, so that there is less mud and industrial waste can be reduced.

<Invention of Claim 14>
The invention according to claim 14 is a construction method of an underground impermeable wall formed by using a chain cutter type excavator having a movable base machine and a cutter for excavating a target ground. As the primary work area start point, the chain cutter excavator moves from the primary work area start point to the end of the primary work area of a predetermined length in one direction while moving the powder or granules A first step of discharging the clay mineral or the clay mineral and clay mineral suspension, and mixing and stirring the clay mineral or the clay mineral and clay mineral suspension and the ground soil and sand in the ground; In this first step, the chain cutter excavator returns from the end of the primary work area to the start of the primary work area without discharging the clay mineral suspension and the powder or granular clay mineral. mixture After returning to the primary work area start point, the second step of further stirring only the mixed mud mixed soil to be stirred, and then moving toward the primary work area end point again, starting from the primary work area start point Until the end of the primary work area, powder or granulated clay mineral is discharged, the clay mineral and the mud mixed soil are mixed and stirred, and the end of the primary work area is set as the secondary work area start point. From the start point of the next work area to the end of the second work area of a predetermined length, while grooving, powder or granular clay mineral, or the clay mineral and clay mineral suspension are discharged, and this clay mineral, A third step of mixing and stirring the clay mineral and the clay mineral suspension and the ground soil and sand in the ground, with the end point of the preceding work zone as the start point of the subsequent work zone, and the second step and the third step Construction of underground impervious walls in all construction zones by repeating the process A ground shield method for constructing a water wall, characterized in that.

(Function and effect)
In the second step, only the mixing and stirring is performed without discharging the clay mineral suspension and the powdered or granular clay mineral, so that the clay mineral and the muddy water mixed soil are more uniformly stirred.

<Invention of Claim 15>
Invention of claim 15 wherein the amount of the powder or granular clay mineral in the first step is a target sediment volume 1 m ³ per 20~450kg / m ^3, of the clay mineral suspension clay mineral amounts are water 1 m ³ per 30~500kg / m ^3, the amount of the powder or granular clay mineral from the primary machining gu starting point in the third step until the primary machining gu end point, a target sediment volume 1 m ³ per 20~450kg / m ^3, the amount of the third of the powder or granular clay mineral from the secondary machining gu starting point in the process to the secondary machining gu end point of a predetermined length, The underground water shielding according to claim 14, wherein the amount of the target soil is 20 to 450 kg / m ³ per 1 m ³ , and the amount of the clay mineral in the clay mineral suspension is ^{30 to} 500 kg / m ³ per 1 m ³ of water. It is a method of building a wall.

(Function and effect)
The amount of powdered or granular clay mineral (20 per 1 m ^{3 of} target sediment), which is the amount that can prevent at least the collapse of the excavation hole or trench, etc. ~ 450 kg / m ³ ) or / and only the amount of clay mineral in the clay mineral suspension (30-500 kg / m ³ per 1 m ^{3 of} water) is in suspension (powder or granule depending on the ground conditions) In some cases, it may be added together with the suspension state).
Then, the third process is divided into a stage mainly composed of mixing and stirring and a stage mainly composed of excavation stage. At the stage from the start point of the primary work area to the end point of the primary work area, at least the underground shielding after excavation is performed. For the remaining amount to give strength as a water wall, the amount of powder or granular clay mineral (20 to 450 kg / m ³ per 1 m ^{3 of} target sand and sand volume) is discharged in powder or granular state Mixing and stirring.
In addition, in the stage from the start point of the secondary work area to the end point of the secondary work area of the predetermined length in the third step, at least the amount of powder that can prevent the collapse of the excavation hole or the excavation groove, etc. or amount of granular clay mineral (target sediment volume 1 m ³ per 20~450kg / m ^3), and / or clay minerals of the clay mineral suspension only (water 1 m ³ per 30~500kg / m ³⁾ It is discharged in advance in a suspension state (depending on the ground conditions, it may be added only in a powder or granule state or may be added together with the suspension state).
Therefore, the first step and the third step allow efficient and uniform mixing and stirring with low viscosity, and after mixing and stirring, an underground impermeable wall having the same strength as the ground is constructed. Further, since powdery or granular clay minerals are used, the amount of water is smaller than that of the normal bentonite mud wall construction method, so that there is less mud and industrial waste can be reduced.

<Invention of Claim 16>
The invention according to claim 16 is the construction method of the underground impermeable wall according to any one of claims 5 to 15, wherein the powder or granular clay mineral is discharged by pneumatic feeding.

(Function and effect)
By transporting powdered or granular clay minerals pneumatically instead of transporting them, the clay minerals are transported in powdered or granular state without increasing viscosity during transportation, resulting in poor transportation work efficiency. Never do. In addition, even if this clay mineral and mud mixed soil are mixed and stirred, the viscosity increase of the clay mineral can be delayed, so homogeneous mixing and stirring of the clay mineral and mixed soil can be easily performed with the viscosity kept low. And stirring efficiency is good.

<Invention of Claim 17>
In the invention described in claim 17, the mixing agitation is performed by an agitation bar provided in an endless chain of the chain cutter excavator. It is a construction method of underground impermeable walls.

(Function and effect)
Since the inside of the groove excavated by the chain cutter excavator is agitated by the agitation bar provided in the endless chain, the muddy water mixed soil in the groove can be uniformly agitated from below to above.

  As described above, according to the present invention, a large amount of clay mineral and mixed soil can be efficiently maintained with low viscosity by delaying the increase in viscosity of the clay mineral such as powdered or granular bentonite or kibushi clay. There is an advantage that an underground impermeable wall having a strength comparable to that of the ground can be easily and inexpensively made by mixing and stirring uniformly, without using a cement-based solidifying material.

Hereinafter, an embodiment of a construction method of an underground impermeable wall according to the present invention will be described.
<Clay minerals according to claims 1 to 4>
The clay mineral mixed in the first step and the second step according to claims 1 to 4 will be described below.
Examples of the clay mineral include bentonite and kibushi clay. In addition, coal ash, hydraulic slag, fly ash, other fine-grained soil, and the like may be appropriately added to the clay mineral. In addition, the clay mineral suspension referred to in the present invention includes the meaning of the clay mineral solution. In addition, the target amount of earth and sand means the amount of earth and sand of the excavated target ground (hereinafter the same).

The clay mineral suspension used in the first step, bentonite amount of bentonite suspension water 1 m ³ per 30~250kg / m ³ (hereinafter, referred to as "suspension A1"), or water 1 m ³ per This is a xylem clay suspension (hereinafter referred to as “suspension B1”) in an amount of 50 to 500 kg / m ³ xylem clay. These clay mineral suspensions are for preventing collapse of excavation holes during excavation by an excavator, and since they are relatively low in concentration, they have low viscosity and can be efficiently mixed and stirred. Note that the suspension A1, in order to enhance the agitation efficiency, it is preferable to use a bentonite of water 1 m ³ per 30~100kg / m ^3.

The powdery or granular clay mineral in the second step, the powder or granular bentonite of interest sediment volume 1 m ³ per 20~300kg / m ³ (hereinafter, referred to as "powder / granule A1"), or 40 to 450 kg / m ³ of powder or granular knot clay (hereinafter referred to as “powder / granule B1”) per 1 m ^{3 of the} target soil and sand. These clay minerals are pneumatically fed into mud mixed soil in which the ground soil of the target ground and the clay mineral suspension discharged in the first step are mixed and stirred. The clay mineral and the muddy water mixed soil are mixed and stirred, and finally mixed in order to make the strength of the underground impermeable wall formed on the target ground to be about the same as the ground strength. Note that the powder / granule A1, in order to increase the stronger, it is preferable to use a bentonite of interest sediment volume 1 m ³ per 50 to 200 kg / m ^3.

  In the second step, the powdered or granular clay mineral is pneumatically fed in advance without contact with moisture and discharged into the mud mixed soil in order to delay the viscosity increase of the clay mineral. If a large amount of clay mineral is brought into contact with moisture before it is discharged into the soil, it will not only increase the viscosity in the conveying line and make it difficult to pump, but also mix and agitate even after being discharged into the muddy water mixed soil. This is because the agitation efficiency becomes worse. Therefore, the powder or granular clay mineral is pneumatically fed into the muddy water mixed soil in advance without contact with moisture, and before the viscosity of the clay mineral increases, water, ground soil and clay mineral suspension and this If clay minerals are mixed and stirred, homogeneous mixing and stirring can be easily performed with muddy water mixed in a low-viscosity state, and stirring efficiency is good. After mixing and stirring, the ground has the same strength as the ground. Middle impermeable walls can be constructed.

  The combination of the clay mineral suspension and the powder / granular clay mineral in the first and second steps. For example, in the soil layer with a lot of soft viscous soil or loose sandy soil, etc. In the case where the excavation hole formed on the surface is likely to collapse, a combination of the suspension A1 and the powder / granule A1 may be used in the first step and the second step.

  Also, if the drilling hole is difficult to collapse due to hard viscous soil, dense sandy soil, or soil layer with a lot of gravel, the combination of suspension B1 and powder / granule B1 from the viewpoint of construction cost etc. May be used.

  From the viewpoint of the properties of the target ground, construction technology, construction cost, etc., the suspension A1 is used in the first step and the powder / granule B1 is used in the second step. The suspension B1 and the powder / granule A1 may be used in the second step.

Below, the said embodiment and effect are described collectively about the clay mineral which concerns on Claims 1 thru | or 4.
Embodiment 1
In Embodiment 1, the clay mineral suspension in the first step is a bentonite suspension having a bentonite amount of ^{30 to} 250 kg / m ³ per m ^{3 of} water, and the powder in the second step or granular clay mineral is the amount of the powder or granular bentonite of interest sediment volume 1 m ³ per 20~300kg / m ^3, a method for constructing an underground impervious wall of claim 1, wherein.

(Function and effect)
This method is used, for example, for a soil layer with a lot of soft, viscous soil or loose sandy soil, where the excavation hole is likely to collapse.

(Embodiment 2)
In Embodiment 2, the clay mineral suspension in the first step is a 50-500 kg / m ³ knot clay suspension per m ^{3 of} water, and the powder or the suspension in the second step granular clay mineral is a powdery or granular kibushi clay target sediment volume 1 m ³ per 40~450kg / m ^3, a method for constructing an underground impervious wall of claim 1, wherein.

(Function and effect)
This method is used for, for example, hard clay soil, dense sandy soil, soil layer with a lot of gravel, and the like where the excavation hole is unlikely to collapse.

(Embodiment 3)
In Embodiment 3, the clay mineral suspension in the first step is a bentonite suspension of ^{30 to} 250 kg / m ³ per m ^{3 of} water, and the powder or granular form in the second step The method according to claim 1, wherein the clay mineral is 40 to 450 kg / m ³ of powder or granular knot clay per 1 m ^{3 of} the target sediment.

Embodiment 4
In Embodiment 4, the clay mineral suspension in the first step is a 50-500 kg / m ³ knot clay suspension per m ^{3 of} water, and the powder or the suspension in the second step The granular clay mineral is a method for constructing an underground impermeable wall according to claim 1, wherein the granular clay mineral is 20 to 300 kg / m ³ of powder or granular bentonite per 1 m ^{3 of} the target sediment.

(Function and effect)
In Embodiment 3 and Embodiment 4, in the first step and the second step, bentonite and kibushi clay are used in combination in a suspension state or a powder or granule state, respectively. It is effective in terms of properties, construction technology and construction cost.

<Clay minerals according to claims 5 to 17>
The clay mineral mixed in the process according to claims 5 to 17 will be described below. As described above, examples of the clay mineral include bentonite and kibushi clay. In addition, coal ash, hydraulic slag, fly ash, other fine-grained soil, and the like may be appropriately added to the clay mineral. In addition, the clay mineral suspension referred to in the present invention includes the meaning of the clay mineral solution. Since the role of the clay mineral and the clay mineral suspension, the combination of each and the function and effect, etc. have been described above, the description thereof will be omitted, and the clay mineral according to claims 5 to 17 will be described below in combination with the embodiment. It shows only about.

(Embodiment 5)
While excavating the target ground, the powdered or granular clay mineral, or the clay mineral and clay mineral suspension is discharged, and the clay mineral, or the clay mineral and clay mineral suspension, and the ground in the ground. Regarding the construction method of underground impermeable walls that mix and stir with earth and sand, the amount of powder or granular clay mineral is 20 to 450 kg / m ³ per 1 m ^{3 of} the target earth and sand, and in the clay mineral suspension The amount of clay mineral is 30 to 500 kg / m ³ per 1 m ^{3 of} water.
The clay mineral suspension, water 1 m ³ per 30~250kg / m ³ bentonite amount of bentonite suspension (hereinafter referred to as "suspension A2"), or water 1 m ³ per 50~500kg / m ³ This is a Kibushi clay suspension (hereinafter referred to as “Suspension B2”). Note that the suspension A2, in order to enhance the agitation efficiency, it is preferable to use a bentonite of water 1 m ³ per 30~100kg / m ^3. As the powdery or granular clay mineral, subject sediment volume 1 m ³ per 20~300kg / m ³ powder or granular bentonite (hereinafter, referred to as "powder / granule A2"), or target sediment volume 1 m ³ per 40~450kg / m ³ powder or granular kibushi clay (hereinafter "powder / granule B2" hereinafter) is. Note that the powder / granule A2, to increase the stronger, it is preferable to use a bentonite of interest sediment volume 1 m ³ per 50 to 200 kg / m ^3. In addition, in the ground condition, it may be added only in the powder or granule state or with the suspension state. In such a case, for example, it is applied to the ground having a high water content.

(Embodiment 6)
While excavating the target ground, the powdered or granular clay mineral, or the clay mineral and clay mineral suspension is discharged, and the clay mineral, or the clay mineral and clay mineral suspension, and the ground in the ground. The first step of mixing and stirring the earth and sand, and discharging the powder or granular clay mineral to the mud mixed soil mixed and stirred by the first step, and mixing the clay mineral and the mud mixed soil About the construction method of the underground impermeable wall comprising the second step of stirring, the amount of the powder or granular clay mineral in the first step is 20 to 450 kg / m ² per 1 m ^{3 of} the target sediment. m ³ , the amount of clay mineral in the clay mineral suspension is ^{30 to} 500 kg / m ³ per m ^{3 of} water, and the amount of the powder or granular clay mineral in the second step is the target soil The amount 1m ³ per 20~450kg / m ³ It is intended to.
The clay mineral suspension, water 1 m ³ per 30~250kg / m ³ bentonite amount of bentonite suspension (hereinafter referred to as "suspension A3"), or water 1 m ³ per 50~500kg / m ³ This is a Kibushi clay suspension (hereinafter referred to as “Suspension B3”). Note that the suspension A3, in order to enhance the agitation efficiency, it is preferable to use a bentonite of water 1 m ³ per 30~100kg / m ^3. As the powdery or granular clay mineral, subject sediment volume 1 m ³ per 20~300kg / m ³ powder or granular bentonite (hereinafter, referred to as "powder / granule A3"), or target sediment volume 1 m ³ per 40~450kg / m ³ powder or granular kibushi clay (hereinafter "powder / granule B3" hereinafter) is. Note that the powder / granule A3, in order to increase the stronger, it is preferable to use a bentonite of interest sediment volume 1 m ³ per 50 to 200 kg / m ^3.

(Embodiment 7)
A method for constructing an underground impermeable wall formed using a drilling device having a single-axis or multi-axis drilling shaft, and while drilling to a predetermined depth by the drilling shaft, a powder or granular clay mineral, Alternatively, the first step of discharging the clay mineral and the clay mineral suspension, mixing and stirring the clay mineral or the clay mineral and clay mineral suspension and the ground soil and sand in the ground, and the excavation shaft A second step in which only the mixing and stirring of the mud mixed soil mixed and stirred in the first step is performed without discharging the clay mineral suspension and the powder or granular clay mineral while being drawn, and the excavation A third step of discharging the powder or granular clay mineral and mixing and stirring the clay mineral and the muddy water mixed soil while re-inserting the shaft into the excavation hole formed by the first step; Clay ore while pulling out the drilling shaft A fourth step of performing only mixing and stirring without discharging a suspension and powder or granular clay mineral, and a method for constructing an underground impermeable wall in the first step The amount of the clay mineral in the form of powder or granule is 20 to 450 kg / m ³ per 1 m ^{3 of} the target sediment, and the amount of clay mineral in the clay mineral suspension is ^{30 to} 500 kg / m ³ per 1 m ^{3 of} water. And the amount of the powder or granular clay mineral in the third step is 20 to 450 kg / m ³ per 1 m ^{3 of} the target earth and sand.
The clay mineral suspension, water 1 m ³ per 30~250kg / m ³ bentonite amount of bentonite suspension (hereinafter referred to as "suspension A4"), or water 1 m ³ per 50~500kg / m ³ This is a knot clay suspension (hereinafter referred to as “suspension B4”). Note that the suspension A4, in order to enhance the agitation efficiency, it is preferable to use a bentonite of water 1 m ³ per 30~100kg / m ^3. As the powdery or granular clay mineral, subject sediment volume 1 m ³ per 20~300kg / m ³ powder or granular bentonite (hereinafter, referred to as "powder / granule A4"), or target sediment volume 1 m ³ per 40~450kg / m ³ powder or granular kibushi clay (hereinafter "powder / granule B4" hereinafter) is. Note that the powder / granule A4, to increase the stronger, it is preferable to use a bentonite of interest sediment volume 1 m ³ per 50 to 200 kg / m ^3.

(Embodiment 8)
A construction method of an underground impermeable wall formed by using a chain cutter type excavator having a movable base machine and a cutter for excavating a target ground, wherein the construction position of the cutter is a primary construction zone As a starting point, while the chain cutter excavator moves from the start point of the primary work area to the end of the primary work area of a predetermined length in one direction, the powder or granular clay mineral or the clay A first step of discharging the mineral and clay mineral suspension, mixing and stirring the clay mineral, or the clay mineral and clay mineral suspension, and the ground soil and sand in the ground, and the chain cutter excavator Without returning the clay mineral suspension and the powder or granulated clay mineral from the end of the primary work area to the start of the primary work area, the muddy water mixed soil mixed and stirred in the first step is discharged. The The second step in which only mixing and stirring is performed, and after returning to the start point of the primary work area, moving again toward the end point of the primary work area, from the start point of the primary work area to the end point of the primary work area Then, the clay mineral in the form of powder or granules is discharged, and the clay mineral and the muddy water mixed soil are mixed and stirred. The end point of the primary work area is taken as the start point of the secondary work area, and a predetermined length from the start point of the secondary work area. Until the end of the secondary construction area, the powder or granular clay mineral or the clay mineral and clay mineral suspension is discharged while grooving, and the clay mineral or the clay mineral and clay mineral suspension is discharged. A third step of mixing and stirring the liquid and the ground soil and sand in the ground, and by sequentially repeating the second step and the third step with the preceding work area end point as the subsequent work area start point, Construction method of underground impermeable walls that constructs underground impervious walls in all construction zones For the amount of the powder or granular clay mineral in the first step, targeted sediment volume 1m ³ per 20~450kg / m ^3, the clay mineral content of the clay mineral suspension, water 1m ³ and per 30~500kg / m ^3, 20~ said third quantity of the powder or granular clay mineral from the primary machining gu starting point in the process until the primary machining ku end point target sediment volume 1 m ³ per 450 kg / m ^3, and the amount of the powder or granular clay mineral from the start point of the secondary work area to the end point of the secondary work area of the predetermined length in the third step is 20 to 450 kg per 1 m ^{3 of} target soil and sand / m ³ and then, the clay mineral content of the clay mineral suspension, it is an aqueous 1 m ³ per 30～500Kg / m ^3.
The clay mineral suspension, bentonite amount of bentonite suspension water 1 m ³ per 30~250kg / m ³ (hereinafter, referred to as "suspension A5"), or water 1 m ³ per 50~500kg / m ³ This is a Kibushi clay suspension (hereinafter referred to as “Suspension B5”). Note that the suspension A5, in order to enhance the agitation efficiency, it is preferable to use a bentonite of water 1 m ³ per 30~100kg / m ^3. As the powdery or granular clay mineral, the subject sediment volume 1 m ³ per 20~300kg / m ³ powder or granular bentonite (hereinafter, referred to as "powder / granule A5"), or target sediment volume 1 m ³ per 40~450kg / m ³ powder or granular kibushi clay (hereinafter, referred to as "powder / granule B5") it is. Note that the powder / granule A5, to increase the stronger, it is preferable to use a bentonite of interest sediment volume 1 m ³ per 50 to 200 kg / m ^3.

<Application for single-axis drilling equipment>
The single-axis excavator 1 has an overall structure shown in FIGS. 1 and 2, for example. That is, the reader 3 supported and installed in front of the base machine 2 has a structure that is supported by the reader cradle 4 and the backstay 5 of the base machine 2. The reader 3 is provided with a long excavation shaft 6 constituted by connecting a plurality of unit excavation shafts in the longitudinal direction so as to be movable in the vertical direction. A power source 7 that slides along 3 is mounted. The power of the power source 7 is transmitted to the excavation shaft 6 via the speed reducer 8.

  As the power source 7, a hydraulic motor may be used, but generally an electric motor is often used. This type of electric motor is not limited to one, and a plurality of electric motors can be used. The power from these electric motors is gathered together by a gear train (not shown), and the rotational speed is reduced by a reduction gear 8 and transmitted to the excavation shaft 6.

  As shown in FIG. 3, the excavation shaft 6 is constructed by connecting a plurality of unit excavation rods in the longitudinal direction, and has a stirring head 6a below the excavation head 6b. . The agitation head 6a is constituted by a blade piece or a spiral blade. In addition, a fluid supply source (not shown) for supplying a clay mineral suspension such as the suspension A or the suspension B is provided at the upper end of the excavation shaft 6. A liquid flow path (not shown) is formed so that the clay mineral suspension can be discharged from a first discharge port (not shown) at the lower end of the excavation shaft 6.

  Further, a conveying pipe (not shown) is formed in the excavation shaft 6, and a clay such as powder / granule A or powder / granule B is provided at one end of the conveying pipe (not shown). A pumping device (not shown) such as a compressor for pneumatically feeding minerals is connected outside, and a second discharge port (not shown) for discharging the conveyed clay mineral is provided at the lower end of the excavation shaft 6. Is formed.

  In addition, this kind of single-axis excavator is publicly known, and the construction method of the underground impermeable wall according to the present invention is not limited to the single-axis excavator 1 described above.

(Pattern 1)
A method for constructing an underground impermeable wall according to the present invention in the case of a single-axis excavator will be described with reference to FIG. Pattern 1 is based on Embodiments 1 to 4 described above. First, as shown in FIG. 4 (1), as a first step, the first discharge port (at the lower end of the excavation shaft 6) using the suspension A 1 or the suspension B 1 as a stable liquid by the single-axis excavator 1. The ground soil and clay mineral suspension in the ground are mixed and stirred by the stirring head 6a, and the target ground is excavated by the excavation head 6b while preventing the collapse of the excavation hole and the like. .

  After excavation to a predetermined depth as shown in FIG. 4 (2), as shown in FIG. 4 (3), as shown in FIG. 4 (3), the powder / granule A1 or the powder / granule B1 is placed in the excavation shaft 6. While being pneumatically fed by a pressure feeding device (not shown) such as a compressor to a conveyance pipe line (not shown) formed on the excavation shaft 6, it is discharged from a second discharge port (not shown), The excavation shaft 6 is pulled out while the agitation head 6a is rotated and the ground soil and sand in the ground, the clay mineral suspension and the powder or granular clay mineral are mixed and agitated.

  As a result, a water shielding pile as shown in FIG. 4 (4) is formed in the target ground. Although not shown in the drawing, if this water shielding pile is constructed continuously, an underground water shielding wall in the form of a column wall can be constructed.

  It is possible to use both the liquid channel for conveying the clay mineral suspension and the conveying channel for conveying the powder or granular clay mineral. In order to prevent the viscosity of the clay mineral from increasing, it is preferable to avoid contact with moisture as a separate route.

  Here, in the second step, the powder / granule A1 or the powder / granule B1 is discharged when the excavation shaft 6 is pulled out in order to delay the increase in viscosity of the clay mineral. That is, the clay mineral absorbs moisture and increases its viscosity about 30 minutes after contact with water, so water, ground soil, clay mineral suspension and these clays in the meantime. If the excavation shaft 6 is pulled out by mixing and stirring the mineral until the viscosity increases, homogeneous mixing and stirring can be easily performed with the muddy water mixed soil in a low viscosity state, and the stirring efficiency is good, and mixing and stirring is performed. After that, an underground impermeable wall having the same strength as the ground is constructed.

  In addition, since the drilling shaft 6 may be pulled out within the above time after discharging the powder or granular clay mineral, the combination of conditions such as the drilling speed, the drilling depth, the drilling shaft pulling speed, etc. In the excavation stage shown in 4 (1), powdery or granular clay minerals may be discharged.

(Pattern 2)
Pattern 2 is based on Embodiment 6 described above. The difference from pattern 1 is that, as a first step, a single-axis excavator 1 is used to make a powder or granular clay mineral (powder / granule A3 and / or powder / granule B3), or the clay mineral (powder). Body / granule A3 and / or powder / granule B3) and clay mineral suspension (suspension A3 and / or suspension B3) for the first and / or second outlet of the lower end of the drilling shaft 6 While discharging from (not shown), the ground soil in the ground and this clay mineral, or the clay mineral and clay mineral suspension are mixed and stirred by the stirring head 6a, while preventing the collapse of the excavation hole, etc. This is a point where the target ground is excavated by the excavation head 6b.

  Further, after excavating to a predetermined depth as shown in FIG. 4 (2), as shown in FIG. 4 (3), as shown in FIG. 4 (3), the powder / granule A3 or the powder / granule B3 is used as the excavating shaft. Pneumatically fed by a pressure feeding device (not shown) such as a compressor to a conveyance pipe line (not shown) formed in 6 and discharged from a second discharge port (not shown) formed in the excavation shaft 6. While the agitating head 6a is rotated, the excavation shaft 6 may be pulled out while mixing and stirring the ground soil and sand, the clay mineral suspension, and the powder or granular clay mineral in the ground. Since the other points are the same as those of the pattern 1, the description thereof is omitted.

(Pattern 3)
Pattern 3 is based on Embodiment 7 described above. First, as shown in FIG. 9 (1), as a first step, a single-axis excavator 1 is used to make a powder or granular clay mineral (powder / granule A4 and / or powder / granule B4), or The clay mineral (powder / granule A4 and / or powder / granule B4) and the clay mineral suspension (suspension A4 and / or suspension B4) are fed into the first and / or 2 from the discharge port (not shown), and the ground soil and sand in the ground and this clay mineral, or the clay mineral and clay mineral suspension are mixed and stirred by the stirring head 6a to collapse the drilling hole, etc. The target ground is excavated by the excavation head 6b.

  Next, after excavation to a predetermined depth as shown in FIG. 9 (2), as shown in FIG. 9 (3), as a second step, clay mineral suspension (suspension A4 and / or Suspension B4) and powder or granulated clay mineral (powder / granule A4 and / or powder / granule B4) are not discharged, and the agitation head 6a is rotated to rotate the ground soil and clay mineral suspension in the ground. The excavation shaft 6 is pulled out while mixing and stirring the turbid liquid and the powder or granular clay mineral.

  Next, as shown in FIG. 9 (3), as a third step, the excavation shaft 6 is inserted again into the excavation hole formed by the first step, The body / granule A4 and / or the powder / granule B4) are discharged, and the clay mineral and the muddy water mixed soil are uniformly mixed and stirred to the bottom as shown in FIG. 9 (4).

  Next, as a fourth step, as shown in FIG. 9 (5), a clay mineral suspension (suspension A4 and / or suspension B4) and a powder or granular clay mineral (powder / Excavation without discharging granule A4 and / or powder / granule B4), rotating stirring head 6a and excavating while mixing and stirring ground soil and clay mineral suspension and powder or granular clay mineral in ground The shaft 6 may be pulled out.

<Application for multi-axis drilling equipment>
Of the multi-axis drilling apparatus, the application to the triaxial drilling apparatus will be mainly described below. The triaxial excavator 11 has, for example, the entire structure shown in FIG. The difference from the single-axis excavator 1 is that, as shown in FIG. 6, the excavation shaft 12 is composed of three excavation shafts, and the central excavation shaft 13 and the central excavation shaft 13 are arranged so as to sandwich both sides thereof. The side end excavation shafts 14a and 14b are formed. Therefore, since the configuration other than that is substantially the same as the configuration of the single-axis excavator 1, only the configuration of the excavating shaft 12 is described, and the description of the other configuration is omitted.

  The central excavation shaft 13 and the side end excavation shafts 14a and 14b are each configured by connecting a plurality of unit excavation rods in the longitudinal direction, and have a stirring head 15 below the excavation head 16 at the lower end. It is attached. The stirring head 15 is composed of a blade piece or a spiral blade. Further, a fluid supply source (not shown) for supplying a suspension of clay mineral such as suspension A or suspension B is provided at the upper ends of the central excavation shaft 13 and the side end excavation shafts 14a and 14b. These liquid flow paths (not shown) are formed in the central excavation shaft 13 and the side end excavation shafts 14a and 14b, and are formed on the side surfaces at the lower ends of the central excavation shaft 13 and the side end excavation shafts 14a and 14b. The clay mineral suspension can be discharged from the first discharge port 17. Accordingly, in this case, the first discharge port 17 rotates with the rotation of the central excavation shaft 13 and the side end excavation shafts 14a and 14b, and the clay mineral suspension from the fluid supply source is rotationally jetted. . Needless to say, the height of the first discharge port 17 is optimal at the lower end, but it can also be provided on the upper side. Further, the liquid flow path (not shown) up to the first discharge port 17 can pass outside the shaft without passing through the central excavation shaft 13 and the side end excavation shafts 14a and 14b as in the above example.

  Further, a conveyance pipe line (not shown) is formed in the central excavation shaft 13 and the side end excavation shafts 14a and 14b, and a powder / granule A is provided at one end of the conveyance pipe line (not shown). Alternatively, a pressure feeding device (not shown) such as a compressor for pneumatically feeding clay minerals such as powder / granule B is connected outside and conveyed to the lower end of the central excavation shaft 13 and the side end excavation shafts 14a and 14b. A second discharge port 18 for discharging the clay mineral is formed.

  In addition, this kind of triaxial excavator is publicly known, and the construction method of the underground impermeable wall according to the present invention is not limited to the triaxial excavator 11 described above.

  Although the construction method of the underground impermeable wall according to the present invention in the case of the triaxial excavator, which is a construction method corresponding to the pattern 1 of single axis excavation, is not illustrated, first, as the first step, triaxial The excavator 11 discharges the suspension A1 or the suspension B1 as a stable liquid from the first discharge ports 17 of the side end excavation shafts 14a and 14b, and stirs the ground soil and clay mineral suspension in the ground. The target ground is auxiliary-excavated by the side-end excavation shafts 14 a and 14 b prior to the main excavation by the central excavation shaft 13 while mixing and stirring by the head 15 to prevent the auxiliary excavation hole from collapsing. . Then, when the central excavation shaft 13 that follows this penetrates the target ground, the suspension A1 or the suspension B1 is also discharged from the first discharge port 17 of the central excavation shaft 13, and the side end excavation shaft 14a, The main excavation is performed together with the auxiliary excavation by 14b.

  After excavation to a predetermined depth, as a second step, the powder / granule A1 or the powder / granule B1 is transported into the central excavation shaft 13 and the side end excavation shafts 14a and 14b (not shown). And the agitation head 15 is rotated while being discharged from a second discharge port 18 formed in the central excavation shaft 13 and the side end excavation shafts 14a and 14b. The central excavation shaft 13 and the side end excavation shafts 14a and 14b are pulled out while mixing and stirring the ground earth and sand, the clay mineral suspension, and the powder or granular clay mineral in the ground.

  As a result, a columnar water shielding pile is formed in the target ground. Although not shown in the drawing, if this water shielding pile is constructed continuously, an underground water shielding wall in the form of a columnar wall can be constructed.

  It is possible to use both the liquid channel for conveying the clay mineral suspension and the conveying channel for conveying the powder or granular clay mineral. In order to prevent the viscosity of the clay mineral from increasing, it is preferable to avoid contact with moisture as a separate route.

  Here, in the second step, the powder / granule A1 or the powder / granule B1 is discharged when the central excavation shaft 13 and the side end excavation shafts 14a and 14b are pulled out in order to delay an increase in viscosity of the clay mineral. It is. That is, the clay mineral absorbs moisture and increases its viscosity about 30 minutes after contact with water, so water, ground soil, clay mineral suspension and these clays in the meantime. If the central excavation shaft 13 and the side end excavation shafts 14a and 14b are pulled out by mixing and stirring minerals until the viscosity increases, homogenous mixing and stirring can be easily performed with muddy water mixed soil in a low-viscosity state. In addition, after mixing and stirring, an underground impermeable wall having the same strength as the ground is constructed.

  Moreover, various modifications can be considered for the discharge method of the clay mineral suspension and the powder or granular clay mineral by the triaxial excavator 11 described above. For example, in the excavation stage, the clay mineral suspension is discharged only from the first discharge ports 17 of the side end excavation shafts 14a and 14b, and in the drawing stage, the powder or the It is also possible to discharge granular clay minerals.

  Further, since the central excavation shaft 13 and the side end excavation shafts 14a and 14b may be extracted within the above time after discharging the powder or granular clay mineral, the excavation speed, the excavation depth, and the excavation shaft are extracted. Depending on a combination of conditions such as speed, powder or granular clay mineral may be discharged in the excavation stage.

  In the above description, the three-axis excavator has been described. However, the present invention can also be applied to a four-axis to six-axis excavator and other excavators having six or more axes. Further, the description of the construction method corresponding to the pattern 2 and pattern 3 of the single-axis excavation is substantially the same as the pattern 2 and pattern 3 of the single-axis excavation, and thus the description thereof is omitted.

<Application for chain cutter excavator>
The chain cutter excavator 21 has an overall structure shown in FIGS. 7 (1) and (2), for example. 7A is a side view of the chain cutter excavator 21, and FIG. 7B is a front view thereof. The reader 23 supported and installed in front of the base machine 22 has a structure that is supported by a reader cradle 24 and a backstay 25 of the base machine 22. In the leader 23, a plurality of unit guide posts for guiding an endless chain 27 constituting a part of the cutter 26 are connected in the longitudinal direction so that a guide post 28 is movable in the vertical direction. A power source 29 such as an electric motor that slides along the reader 3 is mounted on the head of the guide post 28. The power of the power source 29 is transmitted to an endless chain 27 described later via a chain drive drive wheel (not shown).

  The cutter 26 includes a guide post 28, a chain drive drive wheel (not shown), a chain sprocket 30, an endless chain 27, a plurality of cutter bits (not shown), and a stirring bar (not shown). Yes. The guide post 28 is provided with a chain drive wheel (not shown) at the top and a chain sprocket 30 pivotally or pivotally supported at the bottom of the lowermost guide post 28a. An endless chain 27 is looped over the drive wheel and chain sprocket 30, and a plurality of cutter bits (not shown) and stirring bars (not shown) are alternately placed on the endless chain 27. It is arranged. The endless chain 27 is rotated by a power from a power source 29 via a chain drive drive wheel.

  Further, in the guide post 28, a liquid flow path (figure for conveying a clay mineral suspension such as the suspension A or the suspension B supplied from a fluid supply source (not shown) provided outside). (Not shown) is formed, and the clay mineral suspension can be discharged from a first discharge port (not shown) below the lowermost guide post 28a.

  Furthermore, a conveyance pipe line (not shown) is formed in the guide post 28, and clay such as powder / granule A or powder / granule B is formed at one end of the conveyance pipe (not shown). A pumping device (not shown) such as a compressor for pneumatically feeding minerals is continuously provided, and a second discharge port (not shown) for discharging the conveyed clay mineral is provided below the lowermost guide post 28a. Is formed.

  In addition, this kind of chain cutter type excavator 21 is well-known, and the construction method of the underground impermeable wall according to the present invention is not limited to the chain cutter type excavator 21. Further, the first and second discharge ports are preferably formed in the lowermost guide post 28a, but may be formed in the guide posts 28, 28,.

(Pattern 1)
A method for constructing an underground impermeable wall according to the present invention in the case of a chain cutter excavator will be described with reference to FIG. Pattern 1 is based on Embodiments 1 to 4 described above. First, as shown in FIG. 8 (1), by inserting the cutter 26 into the excavation hole excavated to a predetermined depth in advance, or by erection to a predetermined depth while sequentially connecting the unit guide posts, The cutter 26 is built in the target ground. As shown in FIG. 8 (2), as the first step, the suspension A1 or the suspension B1 is stabilized while moving the base machine 22 from the cutter mounting position in the direction of the arrow (outward path). As a result, it is discharged from the first discharge port (not shown) at the lower end of the lowermost guide post 28a, and the ground soil and clay mineral suspension in the ground are mixed and stirred by a stirring bar to collapse the excavation groove. The target ground is excavated with a cutter bit while preventing the above.

  After the trench is excavated to a predetermined length, as shown in FIG. 8 (3), the powder / granule A1 or the powder / granule B1 is discharged from the second discharge port (not shown) as the second step. While rotating the stirring bar, mixing and stirring the ground soil and clay mineral suspension in the ground and the powder or granular clay mineral, the direction of the arrow (return) toward the starting position of the cutter After moving the base machine 22 to return to the cutter built-in position, the cutter 26 is pulled out.

  As a result, an underground impermeable wall, which is a continuous wall, can be constructed in the target ground at the groove excavated portion.

  It is possible to use both the liquid channel for conveying the clay mineral suspension and the conveying channel for conveying the powder or granular clay mineral. In order to prevent the viscosity of the clay mineral from increasing, it is preferable to avoid contact with moisture as a separate route.

  Here, in the second step, the powder / granule A1 or the powder / granule B1 is discharged when the base machine 22 moves in the backward direction because the viscosity increase of the clay mineral is delayed. That is, the clay mineral absorbs moisture and increases its viscosity about 30 minutes after contact with water, so water, ground soil, clay mineral suspension and these clays in the meantime. By mixing and stirring minerals and moving the return path back to the built-in position of the cutter until the viscosity increases, the cutter 26 is pulled out. After mixing and stirring, the underground impervious wall having the same strength as the ground is constructed.

  Also, it is only necessary to pull out the cutter within the above time after discharging the powder or granular clay mineral, so a combination of conditions such as excavation speed, base machine moving distance and moving speed, cutter pulling speed, etc. Thus, powder or granular clay mineral may be discharged at the excavation stage shown in FIG.

(Pattern 2)
Pattern 2 is based on Embodiment 5 described above. As shown in FIGS. 10 (1) and (2), the difference from pattern 1 is that powder or granular clay mineral (powder) is moved while moving the base machine 22 from the cutter built-in position in the direction of the arrow. / Granule A2 and / or powder / granule B2), or the clay mineral (powder / granule A2 and / or powder / granule B2) and clay mineral suspension (suspension A2 and / or suspension B2). ) Is discharged from the first and / or second discharge port (not shown) below the lowermost guide post 28a, and the ground soil and clay mineral suspension and powder or granular clay in the ground are discharged. The target ground is excavated with a cutter bit while mixing and agitating the mineral with a stirring bar to prevent the excavation groove from collapsing. As a result, an underground impermeable wall, which is a continuous wall, can be constructed in the target ground at the groove excavated portion.

  It is possible to use both the liquid channel for conveying the clay mineral suspension and the conveying channel for conveying the powder or granular clay mineral. In order to prevent the viscosity of the clay mineral from increasing, it is preferable to avoid contact with moisture as a separate route. More preferably, at least for the powder or granular clay mineral, it is necessary to make it easier to stir in order to prevent the occurrence of debris (a granular lump that does not melt well). It is desirable to discharge from a discharge port (not shown) on the side opposite to the moving direction (side not facing the ground to be excavated). Others are substantially the same as those of the pattern 1, and thus the description thereof is omitted.

(Pattern 3)
Pattern 3 is based on Embodiment 6 described above. The difference from pattern 1 is that, as the first step, powder or granulated clay mineral (powder / granule A3 and / or powder / granule B3) or the clay mineral (powder / granule A3 and / or Alternatively, the powder / granule B3) and the clay mineral suspension (suspension A3 and / or suspension B3) are discharged to the first and / or second discharge ports (not shown) below the lowermost guide post 28a. ), The ground soil and sand in the ground, clay mineral suspension and powder or granular clay mineral are mixed and stirred with a stirring bar to prevent collapse of the excavation groove and the like with a cutter bit This is the point where the ground is excavated. Others are substantially the same as those of the pattern 1 and the pattern 2, and the description thereof is omitted.

(Pattern 4)
Pattern 4 is based on Embodiment 8 described above. As shown in FIG. 11 (1), as the first step, the construction position of the cutter is set as the primary work section start point, and as shown in FIG. 11 (2), the base machine 22 is started from the primary work section start point. , While moving in the direction of the arrow (outward path) and digging the groove to the end of the primary work area of a predetermined length, powder or granular clay mineral (powder / granule A5 and / or powder / granule B5), Alternatively, the clay mineral (powder / granule A5 and / or powder / granule B5) and the clay mineral suspension (suspension A5 and / or suspension B5) are placed in the first lower portion of the lowermost guide post 28a. And / or discharging from a second discharge port (not shown), and mixing and stirring the ground soil and sand in the ground, the clay mineral suspension, and the powder or granular clay mineral with a stirring bar, Groove the target ground with a cutter bit while preventing collapse etc. Cutting to.

  As the second step, as shown in FIG. 11 (3), the base machine 22 returns the clay mineral suspension and the powder or granular clay mineral while returning from the end of the primary work area to the start of the primary work area. Without discharging, the muddy water mixed soil mixed and stirred in the first step is further mixed and stirred only.

  As a third step, after returning to the primary work area start point, as shown in FIG. 11 (4), the primary work area start point is changed from the primary work area start point to the primary work area end point again. Up to this point, powdery or granulated clay mineral (powder / granule A5 and / or powder / granule B5) is discharged, and this clay mineral and muddy water mixed soil are mixed and stirred. As shown in FIG. 11 (5), as the next work area start point, the powder or granular clay mineral (powder) is drilled from the secondary work area start point to the secondary work area end point of a predetermined length. / Granule A5 and / or powder / granule B5), or clay mineral (powder / granule A5 and / or powder / granule B5) and clay mineral suspension (suspension A5 and / or suspension B5). ) At the bottom of the lowermost guide post 28a. Cutter discharged from (not shown), mixing the ground soil and clay in the ground, clay mineral suspension and powder or granular clay mineral with a stirring bar, preventing collapse of the excavation groove, etc. Ditch the target ground with a bit.

  And although not shown in the figure, the construction of underground impermeable walls in all of the work areas is performed by sequentially repeating the second and third steps with the preceding work area end point as the subsequent work area start point. It is. About others, since it is substantially the same as the patterns 1-3, description is abbreviate | omitted.

It is a side view of a single axis excavator. It is a front view of a single axis excavator. It is a front view of the front-end | tip part of a digging shaft. It is a figure for demonstrating an excavation and mixing stirring process. It is a side view of a triaxial excavator. It is a front view of the front-end | tip part of the excavation shaft of a triaxial excavator. It is the side view and front view of a chain type excavator. It is a figure for demonstrating the excavation and mixing stirring process using a chain type excavator. It is explanatory drawing for demonstrating Embodiment 7 (pattern 3). It is explanatory drawing for demonstrating Embodiment 5 (pattern 2). It is explanatory drawing for demonstrating Embodiment 8 (pattern 4).

Explanation of symbols

  DESCRIPTION OF SYMBOLS 1 ... Single-axis drilling device, 2 ... Base machine, 3 ... Leader, 4 ... Reader cradle, 5 ... Backstay, 6 ... Drilling shaft, 6a ... Agitation head, 6b ... Excavation head, 7 ... Power source, 11 ... Three Axis excavator, 12 ... excavation axis, 13 ... central excavation axis, 14a, b ... side end excavation axis, 15 ... stirring head, 16 ... excavation head, 17 ... first discharge port, 18 ... second discharge port, DESCRIPTION OF SYMBOLS 21 ... Chain cutter type excavator, 22 ... Base machine, 23 ... Leader, 24 ... Leader cradle, 25 ... Backstay, 26 ... Cutter, 27 ... Endless chain, 28 ... Guide post, 28 ... Lowermost guide post, 29 ... Power source, 30 ... Chain sprocket.

Claims (17)

A first step of discharging the clay mineral suspension while excavating the target ground, and mixing and stirring the clay mineral suspension and the ground soil and sand in the ground;
Secondly, the powder or granular clay mineral and the mud mixed soil are mixed and stirred while the powder or granular clay mineral is pneumatically fed to the mud mixed soil mixed and stirred in the first step. The process consists of
The construction method of the underground impermeable wall characterized by this. The amount of clay mineral in the clay mineral suspension in the first step is ^{30 to} 500 kg / m ³ per 1 m ^{3 of} water, and the amount of the powdery or granular clay mineral in the second step is The construction method of an underground impermeable wall according to claim 1, wherein the amount of the earth and sand is 20 to 450 kg / m ³ per 1 m ³ .   The drilling apparatus having a single-axis or multi-axis drilling shaft is used to perform the first step while excavating with the drilling shaft, and the second step is performed while extracting the drilling shaft. 2. Construction method of underground impermeable wall according to 2.   Using a chain cutter type excavator equipped with a movable base machine and a cutter for excavating the target ground, the chain cutter excavator moves in one direction starting from the construction position of the cutter. The construction method of the underground impermeable wall according to claim 1 or 2, wherein the first step is performed while excavating, and the chain cutter type excavating device performs the second step while returning to the construction position of the cutter. . While excavating the target ground, the powdered or granular clay mineral, or the clay mineral and clay mineral suspension is discharged, and the clay mineral, or the clay mineral and clay mineral suspension, and the ground in the ground. Mix and agitate with earth and sand.
The construction method of the underground impermeable wall characterized by this. The amount of the clay mineral in the form of powder or granules is 20 to 450 kg / m ³ per 1 m ^{3 of} the target sediment, and the amount of clay mineral in the suspension of clay mineral is ^{30 to} 500 kg / m ³ per 1 m ^{3 of} water. The construction method of the underground impermeable wall according to claim 5, which is ³ . A construction method of an underground impermeable wall formed using a chain cutter type excavator having a movable base machine and a cutter for excavating a target ground,
The method for constructing an underground impermeable wall according to claim 5 or 6, wherein the construction is performed while excavating a groove while moving the chain cutter excavator in one direction starting from the construction position of the cutter. While excavating the target ground, the powdered or granular clay mineral, or the clay mineral and clay mineral suspension is discharged, and the clay mineral, or the clay mineral and clay mineral suspension, and the ground in the ground. A first step of mixing and stirring the earth and sand;
It comprises a second step of discharging powder clay or granular clay mineral to the muddy water mixed soil mixed and stirred in the first step, and mixing and stirring the clay mineral and the muddy water mixed soil.
The construction method of the underground impermeable wall characterized by this. The amount of the powdery or granular clay mineral in the first step is 20 to 450 kg / m ³ per 1 m ^{3 of} the target sediment, and the amount of clay mineral in the clay mineral suspension is 1 m ^{3 of} water. 30-500 kg / m ³ per
Wherein the amount of the powder or granular clay mineral in the second step is the subject sediment volume 1 m ³ per 20~450kg / m ^3, a method for constructing an underground impervious wall of claim 8. A construction method of an underground impermeable wall formed using a drilling device having a single-axis or multi-axis drilling shaft,
The method for constructing an underground impermeable wall according to claim 8 or 9, wherein the first step is performed while excavating with the excavating shaft, and the second step is performed while extracting the excavating shaft. A construction method of an underground impermeable wall formed using a chain cutter type excavator having a movable base machine and a cutter for excavating a target ground,
Performing the first step while excavating the groove while moving the chain cutter excavator in one direction starting from the construction position of the cutter,
The construction method of the underground water-impervious wall according to claim 8 or 9, wherein the chain cutter excavator performs the second step while returning to the position where the cutter is built. A construction method of an underground impermeable wall formed using a drilling device having a single-axis or multi-axis drilling shaft,
While excavating to a predetermined depth by the excavation shaft, the powder or granular clay mineral, or the clay mineral and clay mineral suspension is discharged, the clay mineral, or the clay mineral and clay mineral suspension and the A first step of mixing and stirring the ground soil and sand in the ground;
A second step of further only mixing and stirring the mud mixed soil mixed and stirred in the first step without discharging the clay mineral suspension and powder or granular clay mineral while pulling out the excavation shaft. When,
A third step of discharging powder or granular clay mineral and mixing and stirring the clay mineral and the muddy water mixed soil while reinserting the excavation shaft into the excavation hole formed in the first step. When,
A fourth step of performing only mixing and stirring without discharging the clay mineral suspension and powder or granular clay mineral while pulling out the excavation shaft,
The construction method of the underground impermeable wall characterized by this. The amount of the powdery or granular clay mineral in the first step is 20 to 450 kg / m ³ per 1 m ^{3 of} the target sediment, and the amount of clay mineral in the clay mineral suspension is 1 m ^{3 of} water. 30-500 kg / m ³ per
Wherein the amount of the powder or granular clay mineral in the third step is subject sediment volume 1 m ³ per 20~450kg / m ^3, a method for constructing an underground impervious wall of claim 12, wherein. A construction method of an underground impermeable wall formed using a chain cutter type excavator having a movable base machine and a cutter for excavating a target ground,
The construction position of the cutter is set as the primary work area start point, and the chain cutter excavator moves from the primary work area start point to the end of the primary work area of a predetermined length in one direction while excavating the groove, Alternatively, the granular clay mineral or the clay mineral and clay mineral suspension is discharged, and the clay mineral or the clay mineral and clay mineral suspension and the ground soil in the ground are mixed and stirred. Process,
While this chain cutter excavator returns from the end of the primary work area to the start of the primary work area, the clay mineral suspension and powder or granular clay mineral are not discharged and mixed in the first step. A second step of only mixing and stirring the mixed mud mixed soil to be stirred;
After returning to the primary work area start point, the powder or granular clay mineral is discharged from the primary work area start point to the primary work area end point while moving again toward the primary work area end point. , This clay mineral and the mud mixed soil are mixed and stirred,
Using the end point of the primary work area as the start point of the secondary work area, from the start point of the secondary work area to the end point of the secondary work area of a predetermined length, while digging the groove, the powder or granular clay mineral, or the clay mineral And a third step of discharging and stirring the clay mineral suspension, and mixing and stirring the clay mineral or the clay mineral and clay mineral suspension and the ground soil and sand in the ground,
By constructing the underground impermeable walls in all the work areas by sequentially repeating the second and third steps with the preceding work area end point as the subsequent work area start point,
The construction method of the underground impermeable wall characterized by this. The amount of the powdery or granular clay mineral in the first step is 20 to 450 kg / m ³ per 1 m ^{3 of} the target sediment, and the amount of clay mineral in the clay mineral suspension is 1 m ^{3 of} water. 30-500 kg / m ³ per
The amount of the powdery or granular clay mineral from the start point of the primary work area to the end point of the primary work area in the third step is 20 to 450 kg / m ³ per 1 m ^{3 of} the target sediment.
The amount of the powder or granular clay mineral from the start point of the secondary work zone to the end point of the secondary work zone of the predetermined length in the third step is 20 to 450 kg / m ³ per 1 m ^{3 of} the target soil and sand, clay mineral content of the clay mineral suspension is water 1 m ³ per 30~500kg / m ^3, a method for constructing an underground impervious wall of claim 14, wherein.   The method for constructing an underground impermeable wall according to any one of claims 5 to 15, wherein the powder or granular clay mineral is discharged by pneumatic feeding.   The construction of the underground impermeable wall according to any one of claims 4, 7, 11, 14 and 15, wherein the mixing and stirring is performed by a stirring bar provided in an endless chain of the chain cutter excavator. Method.

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