JP2014167228A - Underground wall and construction method of underground wall - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide an underground wall and a construction method thereof, capable of efficiently forming a water communication part.SOLUTION: A core material 4, a cushioning material 5 and a tubular member 6 are installed in a body 11 of a soil mortar underground wall 1 before hardening its soil mortar. A crushing material 7 is arranged in the tubular member 6. A plurality of tubular members 6 are juxtaposed in a row along the thickness direction (t) of an underground wall body 11 between mutual adjacent two core materials 4 in a part for forming the water communication part 20 among the underground wall 1. The cushioning material 5 is arranged between the core material 4 and the tubular member 6 so as to sandwich a row of the tubular member 6 from both sides via the soil mortar in the horizontal extension direction (w) of the underground wall body 11. When crushed by the crushing material 7, a compression load P acts in a plane shape on a surface of the cushioning material 5, and the cushioning material 5 is compressed and deformed in the horizontal extension direction (w) of the underground wall body 11, and as a result of this, a crack C is formed in the thickness direction (t) of the underground wall body 11.

Description

  The present invention relates to an underground wall constructed during construction of an underground structure and a method for constructing an underground wall.

When constructing underground structures such as digging structures (such as digging roads and digging rivers) and tunnel structures that block the underground aquifer over a wide area, build underground walls such as retaining walls at the construction site. In many cases, the underground wall is used for earth retaining and water stoppage.
However, if the underground wall is constructed, the groundwater flow is hindered, and the groundwater level may rise on the upstream side and the groundwater level on the downstream side may fall.

An increase in the groundwater level on the upstream side of the groundwater leads to an increase in saturated ground, which in turn increases the ground where liquefaction is likely to occur. For this reason, the buoyancy increases in the structure in the groundwater, and the structure may be lifted. In addition, various problems such as an increase in the amount of water leakage to the structure, an increase in the risk of freezing of the ground in cold regions, and an increased risk of water subsidence (collapse) in the sandy ground may occur.
On the other hand, on the downstream side of groundwater, ground subsidence is likely to occur due to consolidation or the like as the groundwater level decreases. In addition, when consolidation settlement occurs in soft ground, negative friction is generated in the pile supporting the structure, which may cause a problem of reducing the yield strength of the pile.

  Examples of methods for dealing with these problems include the methods described in Patent Documents 1 and 2. In Patent Document 1, a work hole is formed in the underground wall, a shock wave is generated by plasma in the work hole, and a part of the underground wall is crushed to form a water passage portion of the underground wall. Yes. Moreover, in patent document 2, a static crushing material is installed in an underground wall, water is poured into a static crushing material, it is expanded, and a part of the underground wall is crushed, so that the water flow portion of the underground wall Is forming.

JP 2004-124575 A JP 2010-203115 A

  In the methods as described in Patent Documents 1 and 2, the ground surface can function as a free surface if it is a shallow layer portion (for example, within a range from the ground surface to about 5 m underground). Here, the free surface means an unconstrained free surface. If the shattering is performed in such a shallow layer part, a part of the underground wall can be moved in the direction of the free surface by a shock wave or compressive force (crushing energy) generated by the crushing. Can be done well.

  However, in the methods as described in Patent Documents 1 and 2, if it is a deep layer part (for example, about 30 m underground), the distance to the ground surface is far and the free surface is substantially free, and the crushing occurs. Efficiency can be low. That is, in the crushing in the deep layer, a free surface is not secured in the vicinity of the portion of the underground wall where the crushing is performed, so that there is a failure around the crushing portion (in other words, the crushing portion is Therefore, it is difficult to efficiently use the crushing energy generated in the crushing part for crushing the underground wall.

  An object of this invention is to provide the underground wall which can form a water flow part efficiently, and its construction method in view of such an actual condition.

  Therefore, in this invention, the underground wall is comprised including the shock absorbing material arrange | positioned in the main body, and the crushing material arrange | positioned spaced apart with respect to the shock absorbing material within the main body. The buffer material can be compressed and deformed when the main body is crushed by the crushed material.

In the present invention, as a method for constructing the underground wall, the buffer material is fixed to the core material, and the core material to which the buffer material is fixed is made of soil mortar, mortar, or concrete underground wall before curing. Install in the main body.
In the present invention, as a method of constructing the underground wall, the buffer material and the tubular member are fixed to the core material, and the core material to which the buffer material and the tubular member are fixed is made of a soil mortar before curing, made of mortar, or Install in the body of concrete underground wall. Here, the tubular member accommodates the crushed material.

In the present invention, as a method for constructing the underground wall, an excavation hole corresponding to the planned construction location of the underground wall is formed in the ground, a core material and a buffer material are installed in the excavation hole, and a soil is provided in the excavation hole. Fill underground wall with mortar, mortar, or concrete.
In the present invention, as a method of constructing the underground wall, an excavation hole corresponding to the planned installation location of the underground wall is formed in the ground, the core material, the buffer material, and the tubular member are installed in the excavation hole, and excavation is performed. Fill the hole with soil mortar, mortar, or concrete to build underground walls. Here, the tubular member accommodates the crushed material.

  According to the present invention, the cushioning material disposed in the main body of the underground wall can be compressed and deformed when the underground wall main body is crushed by the crushing material. As a result, the surface of the buffer material can function as a free surface by compressing and deforming the buffer material in the portion of the underground wall that is crushed (in other words, the restrained state around the crushed part is relaxed) Therefore, the crushing energy generated from the crushing material can be efficiently used for crushing the underground wall, and thus the water passage portion of the underground wall can be efficiently formed.

According to the present invention, by installing the core material to which the buffer material is fixed in the main body of the soil mortar, mortar, or concrete underground wall before curing, the buffer material installation work and the core are performed. Since the installation work of the material can be performed in an integrated manner, the installation work can be performed efficiently.
According to the present invention, the cushioning material and the core member to which the tubular member is fixed are installed in the main body of the underground wall made of soil mortar, mortar, or concrete before curing, thereby installing the cushioning material. Since the work, the installation work of the tubular member, and the installation work of the core material can be performed integrally, these installation work can be performed efficiently.

According to the present invention, the core material and the buffer material are installed in the excavation hole corresponding to the planned installation location of the underground wall main body, and the soil mortar, mortar, or concrete is filled in the excavation hole. This enables positioning of the core material and the buffer material prior to filling the soil mortar, mortar, or concrete into the drilling hole, so that the core material and the buffer material can be accurately placed in the main body of the underground wall. Can be installed well.
According to the present invention, the core material, the buffer material, and the tubular member are installed in the excavation hole corresponding to the planned installation location of the underground wall main body, and the soil mortar, the mortar, or the concrete is installed in the excavation hole. Fill. Accordingly, since the core material, the buffer material, and the tubular member can be positioned prior to filling the soil mortar, the mortar, or the concrete into the excavation hole, the core material, the buffer material, and the tubular material can be performed. The member can be accurately installed in the main body of the underground wall.

The perspective view which shows the underground wall in one Embodiment of this invention Partial enlarged sectional view of the underground wall Partial enlarged view of part A in FIG. The perspective view which shows the structure of the 1st example of a shock absorbing material. The perspective view which shows the structure of the 2nd example of a shock absorbing material. The perspective view which shows the structure of the 3rd example of a shock absorbing material. The perspective view which shows the structure of the 4th example of a shock absorbing material. The perspective view which shows the shock absorbing material and the tubular member which were fixed to the core material The perspective view which shows the modification of the fixing method of a core material and a buffer material The figure which shows the 1st modification of arrangement | positioning of a tubular member The figure which shows the 2nd modification of arrangement | positioning of a tubular member The figure which shows the modification of arrangement | positioning of a shock absorbing material

Embodiments of the present invention will be described below with reference to the drawings.
FIG. 1 shows an underground wall in an embodiment of the present invention.
In the present embodiment, the underground wall according to the present invention will be described by taking an underground continuous wall made of soil mortar, which will be described later, as an example. However, the underground wall is not limited to this.
Moreover, the height direction h, the horizontal extending direction w, and the thickness direction t of the underground wall main body shown in FIG.

  The underground wall 1 is constructed for the purpose of earth retaining and water stop for the construction site when the underground structure 2 is constructed, and in this embodiment is an underground continuous wall made of soil mortar. . Prior to the construction of the underground structure 2, the underground wall 1 is provided to face the upstream side of the underground water 2 and the downstream side of the underground water, respectively. The underground wall 1 is formed, for example, by mixing and stirring the excavated soil and the solidified material (cement milk or the like) while excavating the ground with an auger (underground excavator). Further, the core material 4 is built before the soil mortar is cured. The underground wall 1 can be constructed so as to penetrate the ground aquifer (not shown) and reach the ground below it.

Next, the structure of the underground wall 1 is demonstrated using FIG.2 and FIG.3.
Fig.2 (a) shows the schematic structure of the underground wall 1, FIG.2 (b) shows the water flow part 20 of the underground wall 1 formed by crushing by the crushing material 7 mentioned later. FIG. 3A shows a configuration of a first example of a tubular member 6 described later, and FIG. 3B shows a second example of the tubular member 6.
As shown in FIG. 2A, the underground wall 1 includes a main body 11, a core material 4, a buffer material 5, a tubular member 6, and a crushing material 7.

In the underground wall main body 11, the core material 4, the buffer material 5, and the tubular member 6 are installed before hardening of the soil mortar.
The core material 4 is, for example, an H-shaped steel material, and has flanges 4b at both ends of the web 4a. The core material 4 extends in the height direction h of the underground wall main body 11.
In the underground wall main body 11, a plurality of core members 4 are arranged side by side with a space along the horizontal extending direction w of the underground wall main body 11. In other words, the plurality of core members 4 are arranged in the underground wall main body 11 so as to be separated from each other in the horizontal extending direction w. Here, the horizontal extending direction w of the underground wall main body 11 means a direction corresponding to the horizontal direction among the extending directions of the underground wall 11.

The length of the core material 4 in the longitudinal direction (that is, the length of the underground wall body 11 in the height direction h) is set based on the required rigidity of the underground wall 1 and the like.
About the core material 4, the pair of flanges 4b are arrange | positioned in the underground wall main body 11 so that it may mutually oppose in the thickness direction t of the underground wall main body 11. FIG. Moreover, about two adjacent core materials 4, the surface of the web 4a of one core material 4 and the surface of the web 4a of the other core material 4 are in the horizontal extending direction w of the underground wall main body 11. It arrange | positions in the underground wall main body 11 so that it may mutually oppose.

A plurality (three in the figure) of tubular members 6 are provided between the two adjacent core members 4 in the portion of the underground wall 1 where the water flow portion 20 is formed. They are arranged in a line along the direction t. Note that the number of the tubular members 6 is not limited to three and may be any number of one or more.
The tubular member 6 is, for example, a bottomed vinyl chloride tube or a void tube. The tubular member 6 extends in the height direction h of the underground wall main body 11. The tubular member 6 is installed in the underground wall main body 11 so that, for example, the upper end thereof opens at the ground 3 and the lower end thereof is at a height position equivalent to the aquifer.

  A crushing material 7 is disposed in the tubular member 6. That is, the tubular member 6 contains the crushed material 7. The crushed material 7 is a member used for forming the water flow portion 20 in the underground wall 1. Examples of the crushing material 7 include static crushing materials, explosives, explosives for concrete crushers, discharge chips for discharge crushing, reaction liquids, units containing these, and electrodes and shock waves for plasma crushing. Examples thereof include a unit comprising a transmission liquid and a container for storing these. At the time of crushing with the crushing material 7, the generation of shock waves, the generation of pressure, the scattering of debris, and the like occur, and the crack C enters the underground wall main body 11 due to these effects, thereby forming the water flow portion 20. .

  As shown in FIGS. 3A and 3B, between the tubular member 6 and the crushed material 7, a crushed energy transmission material 8 such as fast-hardening mortar or sand is filled. In the first example of the tubular member 6 shown in FIG. 3A, the inner peripheral surface of the tubular member 6 is smooth. On the other hand, in the second example of the tubular member 6 shown in FIG. 3 (b), the tubular member 6 is formed as a fragile portion easily damaged at both ends of the underground wall body 11 in the thickness direction t. A notch 9 is formed on the inner peripheral surface. In addition, about a weak part, the part (above-mentioned both ends) of the tubular member 6 should just be damaged easily, Therefore It is not restricted to the notch part 9, For example, a notch part may be sufficient.

Returning to FIG. 2 (a), the pair of cushioning members 5 are placed in the underground wall body 11 so as to sandwich the row of the tubular members 6 from both sides through the soil mortar in the horizontal extending direction w of the underground wall body 11. Thus, they are arranged apart from each other in the horizontal extending direction w. That is, the tubular member 6 and the crushing material 7 disposed on the inside thereof are disposed between the pair of cushioning materials 5 in the underground wall body 11.
The cushioning material 5 is disposed in a space S defined by the web 4a of the core material 4 and the pair of flanges 4b. The buffer material 5 is fixed to the adjacent core material 4 on one side thereof. The buffer material 5 is attached so as to be in surface contact with the web 4a of the core material 4, for example. Moreover, the other side of the buffer material 5 is opposed to the tubular member 6 (crushed material 7) through a soil mortar.

When the crushing material 7 is crushed, the buffer material 5 is compressed and deformed in the horizontal extending direction w of the underground wall main body 11 due to the influence of shock waves and pressure generated by the crushing, and scattered fragments. In other words, the buffer material 5 is configured to be compressible and deformable when the underground wall body 11 is crushed by the crushed material 7. The details of the configuration of the cushioning material 5 will be described later with reference to FIGS.
In addition, about the length and installation position (namely, the length and installation position in the height direction h of the underground wall main body 11) of each of the shock absorbing material 5, the tubular member 6, and the crushing material 7, it is underground. It can be set based on the position of the aquifer through which the wall 1 penetrates, in other words, the position of the groundwater flow.

Here, formation of the water flow part 20 of the underground wall 1 by the crushing material 7 is demonstrated using FIG.2 (b).
At the time of crushing with the crushing material 7, the generation of shock waves, the generation of pressure, the scattering of debris, etc. occur, and due to these effects, the compression load P acts on the surface of the buffering material 5 in a plane, and as a result, the buffering material 5 Is deformed by being compressed in the horizontal extending direction w of the underground wall main body 11. By this compression deformation, a crack C extending in the thickness direction t of the underground wall body 11 is formed. When the crack C is formed, the surface of the cushioning material 5 that undergoes compression deformation can function as a free surface. Therefore, since the restraint state in the crushing part of the underground wall main body 11 is relaxed by this free surface, the crushing energy generated from the crushing material 7 can be efficiently used for crushing the underground wall main body 11, As a result, the water flow part 20 of the underground wall 1 can be formed efficiently. Moreover, since the compressive load P mainly acts in the horizontal extending direction w of the underground wall main body 11, the crack C extends toward the thickness direction t of the underground wall main body 11 orthogonal to this direction. That is, by arranging the buffer material 5, the tubular member 6, and the crushing material 7 in the underground wall body 11 as described above, the direction in which the crack C enters is the thickness direction t of the underground wall body 11. be able to. That is, directivity can be imparted to the crack C. Further, as in the second example of the tubular member 6 shown in FIG. 3B, a fragile portion (notch portion 9) that is easily damaged at both ends in the thickness direction t of the underground wall body 11 of the tubular member 6. Since the tubular member 6 is divided at the fragile portion and the movement of the divided pieces strengthens the compressive load P acting in the horizontal extending direction w of the underground wall body 11, the crack C The directivity can be imparted more stably.

Next, the structure of the buffer material 5 is demonstrated using FIGS.
4 to 7 show the configurations of the first to fourth examples of the cushioning material 5, respectively.

  In the first example of the buffer material 5 shown in FIG. 4, the pressurized gas / liquid injection type buffer material 5 is illustrated. Here, FIG. 4A shows an example in which the length of the cushioning material 5 in the longitudinal direction matches the length of the core material 4 in the longitudinal direction. FIG. 4B shows an example in which the length of the cushioning material 5 in the longitudinal direction is shorter than the length of the core material 4 in the longitudinal direction.

The buffer material 5 includes a pressurized fluid inlet 51 and a box-shaped pressurized fluid storage portion 52. The pressurized fluid container 52 has a rounded rectangular cross section, and the long side direction thereof coincides with the thickness direction t of the underground wall body 11. 4A and 4B, the cross-sectional shape of the pressurized fluid storage unit 52 is a rounded rectangle, but the cross-sectional shape is not limited to this, and may be, for example, a rectangle.
The pressurized fluid injection port 51 is provided at the upper end of the pressurized fluid storage unit 52, and pressurized fluid (pressurized gas and / or pressurized liquid) from the outside passes through the pressurized fluid injection port 51. The pressurized fluid container 52 can be injected. The pressurized fluid storage unit 52 can be configured by, for example, a so-called airbag.

Next, the installation method of the shock absorbing material 5 in the underground wall main body 11 in the 1st example of the shock absorbing material 5 is demonstrated.
First, the pressurized fluid containing portion 52 of the buffer material 5 is fixed to the H-shaped steel web 4 a that becomes the core material 4 of the underground wall 1.
Next, the underground wall main body 11 is created.
Next, the pressurized fluid is injected into the pressurized fluid accommodating portion 52 through the pressurized fluid inlet 51 and the pressurized fluid inlet 51 is closed.
Next, the core material 4 is built in the underground wall body 11 before the soil mortar is cured together with the buffer material 5.
Then, after the soil mortar is hardened, the pressurized fluid inlet 51 is opened, and the pressure in the pressurized fluid container 52 is released to the outside through the pressurized fluid inlet 51.
In this way, the cushioning material 5 is installed in the underground wall main body 11.

Here, when gas is used as the pressurized fluid, a void may be formed in the pressurized fluid housing portion 52 after the pressure is released.
On the other hand, when a liquid is used as the pressurized fluid, an air gap can be formed in the pressurized fluid accommodating portion 52 by removing the liquid from the pressurized fluid accommodating portion 52 after releasing the pressure. Further, the removal of the liquid may not be performed.
In the first example of the buffer material 5, the pressurized fluid accommodating portion 52 of the buffer material 5 has a rigidity (withstand pressure) enough to withstand the pressure acting on the buffer material 5 from the soil mortar before the soil mortar is cured. Performance).

  In the second example of the cushioning material 5 shown in FIG. 5, the cushioning material 5 of the gas / liquid filled hollow member installation method is illustrated. Here, FIG. 5A shows an example in which the cushioning material 5 is constituted by a plurality of metal or plastic box-shaped hollow members 53. FIG. 5B shows an example in which the cushioning material 5 is composed of a sheet-like bubble cushioning material (hollow member) 54.

  In FIG. 5A, the hollow members 53 are connected in series along the longitudinal direction of the core material 4. The hollow member 53 has a rounded rectangular cross section, and the long side direction thereof coincides with the thickness direction t of the underground wall body 11. In the illustration of FIG. 5A, the cross-sectional shape of the hollow member 53 is a rounded rectangular shape, but the cross-sectional shape is not limited to this, and may be a rectangular shape, for example. The hollow member 53 is filled with a gas or a liquid in advance. The hollow member 53 is rigid enough to withstand the pressure acting on the hollow member 53 from the soil mortar before the soil mortar is cured. Further, the hollow member 53 has a rigidity capable of compressive deformation when crushing with the crushing material 7.

  On the other hand, in FIG.5 (b), the bubble buffering material 54 is provided so that at least one part of the surface of the one side of the web 4a of the core material 4 may be covered. The bubble cushioning material 54 has such a rigidity that it cannot withstand the pressure acting on the bubble cushioning material 54 from the soil mortar before the soil mortar is cured. Further, the bubble cushioning material 54 has a rigidity capable of being ruptured and compressed and deformed when crushing by the crushing material 7.

Next, the installation method of the shock absorbing material 5 in the underground wall main body 11 in the 2nd example of the shock absorbing material 5 is demonstrated.
First, the cushioning material 5 (hollow member 53 or bubble cushioning material 54) is fixed to the H-shaped steel web 4a which becomes the core material 4 of the underground wall 1.
Next, the underground wall main body 11 is created.
Next, the core material 4 is built in the underground wall body 11 before the soil mortar is cured together with the buffer material 5.
In this way, the cushioning material 5 is installed in the underground wall main body 11.

  Regarding the pressure resistance performance of the hollow member 53, for example, the hydraulic pressure due to the soil mortar acting on the hollow member 53 is calculated from the specific gravity of the soil mortar and the installation depth of the hollow member 53, and the minimum pressure value is calculated based on this calculated value. Set. By using the hollow member 53 that exceeds the minimum pressure value and has as low a proof strength as possible, the pressure resistance of the hollow member 53 can be set so that the hollow member 53 is easily compressed and deformed during crushing with the crushing material 7. Since this is the same for the bubble cushioning material 54, the description thereof is omitted.

  By the way, in the second example of the cushioning material 5 described above, the hollow member 53 is ruptured at the time of crushing by the crushing material 7. For example, a hole may be formed in the hollow member 53 to release the gas or liquid pressure inside the hollow member 53 to the outside. In this case, the hollow member 53 is configured to have a rigidity capable of compressive deformation when crushing with the crushing material 7.

In the third example of the buffer material 5 shown in FIG. 6, the buffer material 5 of the bottomed cylindrical member installation method is illustrated.
In FIG. 6, a plurality of bottomed cylindrical members 55 respectively extend along the longitudinal direction of the core member 4 and are arranged in parallel in the thickness direction t of the underground wall main body 11. The bottomed cylindrical member 55 may be, for example, a vinyl chloride tube having a cap attached to the bottom or a void tube. Further, instead of the bottomed cylindrical member 55, a cylindrical member having a rectangular cross section may be used. The bottomed cylindrical member 55 has such a rigidity that it cannot withstand the pressure acting on the bottomed cylindrical member 55 from the soil mortar before the soil mortar is cured. Further, the bottomed cylindrical member 55 has a rigidity capable of being compressed and deformed when being crushed by the crushed material 7.
Since the installation method of the bottomed cylindrical member 55 in the underground wall main body 11 is the same as the hollow member 53 described above, the description thereof is omitted.

In the fourth example of the buffer material 5 shown in FIG. 7, a plurality of EPS (styrofoam) buffer members 56 are connected in series along the longitudinal direction of the core material 4. The buffer member 56 has a rounded rectangular cross section, and the long side direction thereof coincides with the thickness direction t of the underground wall body 11. In the illustration of FIG. 7, the cross-sectional shape of the buffer member 56 is a rounded rectangle, but the cross-sectional shape is not limited to this, and may be a rectangle, for example. The buffer member 56 has such a rigidity that it can withstand the pressure applied to the buffer member 56 from the soil mortar and does not cause a large deformation before the soil mortar is cured. Further, the buffer member 56 has a rigidity capable of compressive deformation when crushing with the crushing material 7.
About the installation method in the underground wall main body 11 of the buffer member 56, since it is the same as that of the above-mentioned hollow member 53, the description is abbreviate | omitted.

FIG. 8 shows the cushioning material 5 and the tubular member 6 fixed to the core material 4.
A plurality (three in the figure) of tubular members 6 are fixed to 4 b of the core member 4 via brackets 31.
Further, the buffer material 5 is fixed to the web 4a of the core material 4 as described above.
In this way, the cushioning material 5 and the tubular member 6 are fixed to the core material 4 to form a unit, and the unit is built in the underground wall body 11 before the soil mortar is cured, so that the cushioning material 5 and the tubular member 6 are cored. It can be installed in the underground wall body 11 together with the material 4. Although not shown, the pair of core members 4, the pair of buffer members 5 corresponding to the core members 4, and the tubular member 6 disposed between the buffer members 5 are integrated via a bracket. The unit may be built in the underground wall body 11 before the soil mortar is hardened.
After the soil mortar has hardened, the crushing material 7 can be installed in the tubular member 6.

According to this embodiment, the underground wall 1 made of soil mortar includes a buffer material 5 disposed in the main body 11, and a crushing material 7 disposed separately from the buffer material 5 in the main body 11. , Including. The buffer material 5 can be compressed and deformed when the main body 11 is crushed by the crushed material 7. Thereby, since the surface of the buffer material 5 can function as a free surface by compressing and deforming the buffer material 5 in the portion of the underground wall 1 to be crushed (in other words, restraint by the periphery of the crushed portion) Since the state is relieved), the crushing energy generated from the crushing material 7 can be efficiently used for crushing the underground wall 1 and eventually the water flow part 20 of the underground wall 1 can be efficiently formed. it can. Moreover, since the surface of the buffer material 5 can function as a free surface, since the influence with respect to a surrounding ground at the time of the crushing by the crushing material 7 is suppressed, generation | occurrence | production of a deformation | transformation etc. of a surrounding ground can be suppressed.
Moreover, according to this embodiment, by forming the water flow part 20 in the underground wall 1, since the inhibition of the groundwater flow by the underground wall 1 can be reduced, it is possible to reduce the groundwater / structure due to the inhibition of the groundwater flow. The impact can be reduced.

Further, according to the present embodiment, the pair of cushioning materials 5 are disposed in the main body 11 so as to be spaced apart from each other in the horizontal extending direction w, and the crushing material 7 is disposed between the cushioning materials 5 in the main body 11. Is done. Thereby, since each surface of a pair of shock absorbing material 5 can be located in the both sides of the crushing material 7, and can function as a substantially free surface, the crack C is stably directed to the thickness direction t of the underground wall main body 11. Can be made.
Moreover, according to this embodiment, the underground wall 1 is spaced apart from each other in the horizontal extending direction w in the main body 11 and extends in the height direction h of the main body 11 (for example, H-shaped). Steel material) 4 is further included. Thereby, the rigidity of the main body 11 can be increased.

According to the present embodiment, the buffer material 5 is fixed to the core material 4. Thereby, since the installation operation | work of the buffer material 5 and the installation operation | work of the core material 4 can be integrated and performed, these installation operations can be performed efficiently.
Moreover, according to this embodiment, the shock absorbing material 5 is fixed to the adjacent core material 4 on the one side, and opposes the crushing material 7 (tubular member 6) on the other side. Thereby, the compressive load P generated at the time of crushing by the crushing material 7 can be applied to the buffer material 5 favorably.

Moreover, according to this embodiment, the buffer material 5 is arrange | positioned in the space S defined by the web 4a and the pair of flange 4b of the core material 4 (H-shaped steel material). Thereby, since the part which can function as a free surface can be limited in the space S, the action direction of the compression load P generated at the time of crushing by the crushing material 7 can be concentrated in the direction in which the space S exists. As a result, the directivity of the crack C can be imparted more stably.
Moreover, according to this embodiment, between the buffer materials 5 in the underground wall main body 11, the plurality of crushing materials 7 are arranged along the thickness direction t of the main body 11. Thereby, the compressive load P generated at the time of crushing by the crushing material 7 can be applied to the buffer material 5 in a plane in the horizontal extending direction w of the main body 11.

Moreover, according to this embodiment, the underground wall 1 is further comprised including the tubular member 6 which accommodates the crushing material 7 and extends in the height direction h of the main body 11. Thereby, the tubular member 6 can be functioned as a protective cover for the crushing material 7.
Further, according to the present embodiment, the tubular member 6 is formed with fragile portions (notches 9) that are easily damaged at both ends in the thickness direction t of the underground wall main body 11. Thereby, at the time of crushing with the crushing material 7, the tubular member 6 is divided | segmented in the weak part, and the movement of this division | segmentation piece strengthens the compressive load P which acts on the horizontal extension direction w of the underground wall main body 11. FIG. Therefore, the directivity to the crack C can be imparted more stably.
According to the present embodiment, the tubular member 6 is fixed to the core material 4. Thereby, since the installation operation | work of the tubular member 6 and the installation operation | work of the core material 4 can be integrated and performed, these installation operations can be performed efficiently.

Moreover, according to this embodiment, as a method of constructing the underground wall 1, the buffer material 5 is fixed to the core material 4, and the core material 4 to which the buffer material 5 is fixed is made into a soil mortar ground before curing. It is installed in the main body 11 of the wall 1. Thereby, since the installation operation | work of the buffer material 5 and the installation operation | work of the core material 4 can be integrated and performed, these installation operations can be performed efficiently.
Moreover, according to this embodiment, as a method of constructing the underground wall 1, the buffer material 5 and the tubular member 6 are fixed to the core material 4, and the core material 4 to which the buffer material 5 and the tubular member 6 are fixed is cured. It is installed in the main body 11 of the underground wall 1 made of the previous soil mortar. Thereby, since the installation work of the buffer material 5, the installation work of the tubular member 6, and the installation work of the core material 4 can be integrally performed, these installation work can be performed efficiently.

In addition, although the tubular member 6 is used in this embodiment, the buffer material 5 is fixed to the core material 4 without using the tubular member 6 as a unit, and this unit is ground before the soil mortar is cured. The buffer material 5 is installed in the underground wall body 11 together with the core material 4 by being built in the wall body 11, and after the soil mortar is hardened, the underground wall body 11 is underground from the ground 3 side using, for example, a drilling machine. A hole may be drilled toward the surface, and the crushed material 7 may be installed inside the hole.
Moreover, in this embodiment, although the buffer material 5 contacts and fixes the web 4a of the core material 4, the fixing method to the core material 4 of the buffer material 5 is not restricted to this, For example, it shows in FIG. Thus, the cushioning material 5 may be fixed to the flange 4 b of the core material 4 via the bracket 32.

Moreover, in this embodiment, in the part in which the water flow part 20 is formed among the underground walls 1, a plurality of (three in the figure) tubular members 6 are provided between the buffer materials 5 and 5, and the underground wall main body. 11 are arranged in a line along the thickness direction t. However, the number of the lines is not limited to this, and for example, as shown in FIG. Also good. In addition, as shown in FIG. 11, a plurality (eight in the drawing) of tubular members 6 may be scattered between the buffer materials 5 and 5.
In the present embodiment, the H-shaped steel material is described as an example of the core material 4, but the core material 4 is not limited thereto, and may be a steel pipe, for example.

  Moreover, in this embodiment, although a pair of buffer material 5 is arrange | positioned in the underground wall main body 11 so that the crushing material 7 may be inserted | pinched from both sides in the horizontal extending direction w of the underground wall main body 11, The arrangement of 5 is not limited to this, and for example, as shown in FIG. 12, any one of the pair of cushioning materials 5 in the present embodiment may be omitted. Also in this case, when crushing with the crushing material 7, the compression load P acts on the surface of the buffer material 5 in a plane, and as a result, the buffer material 5 is compressed in the horizontal extending direction w of the underground wall body 11. And deform. By this compression deformation, a crack C extending in the thickness direction t of the underground wall body 11 is formed. When the crack C is formed, the surface of the cushioning material 5 that undergoes compression deformation can function as a free surface. Therefore, since the restraint state in the crushing part of the underground wall main body 11 is relaxed by this free surface, the crushing energy generated from the crushing material 7 can be efficiently used for crushing the underground wall main body 11, As a result, the water flow part 20 of the underground wall 1 can be formed efficiently.

Moreover, although it is preferable to provide the water flow part 20 of the underground wall 1 in this embodiment in both the underground wall 1 by the side of a water collection, and the underground wall 1 by the side of a recharge, it is the groundwater used as object. In consideration of the flow condition, etc., it may be provided on either the water collecting side underground wall 1 or the recharge side underground wall 1.
Moreover, in this embodiment, when determining the space | interval which forms the water flow part 20 of the underground wall 1 in the horizontal extension direction w of the underground wall main body 11, the condition of the groundwater flow of the target ground, The crushing performance by the crushing material 7 can be taken into consideration.
Moreover, in this embodiment, although the underground wall 1 made from soil mortar was mentioned and demonstrated as the underground wall 1, it can be crushed by the crushing material 7, and the water flow part 20 can be formed by the said crushing. If it is the underground wall 1, the structure of the underground wall 1 is not restricted to this, For example, the underground wall 1 made from mortar or concrete may be sufficient.

  Moreover, in this embodiment, the buffer material 5 and the tubular member 6 are fixed to the core material 4, and the core material 4 to which the buffer material 5 and the tubular member 6 are fixed is made of a soil mortar, a product of mortar before curing, or Although the underground wall 1 is constructed by installing it in the main body 11 of the concrete underground wall 1, the construction method of the underground wall is not limited to this.

For example, as a method for constructing the underground wall 1, first, an excavation hole corresponding to a planned construction location of the main body 11 of the underground wall 1 is formed in the ground. The excavation hole is formed by excavating the ground from the ground 3 side toward the underground. Next, the core material 4, the buffer material 5, and the tubular member 6 are installed in the excavation hole. Next, the main body 11 of the underground wall 1 is constructed by filling the excavation hole with soil mortar, mortar, or concrete. According to this method, since the core material 4, the buffer material 5, and the tubular member 6 can be positioned prior to filling the soil mortar, mortar, or concrete into the excavation hole, the core material 4 The buffer material 5 and the tubular member 6 can be accurately installed in the main body 11 of the underground wall 1.
In the construction method of the underground wall 1, the buffer material 5 and the tubular member 6 may be fixed to the core material 4 before the core material 4, the buffer material 5, and the tubular member 6 are installed in the excavation hole. Good. Thereby, since the installation work of the core material 4, the installation work of the buffer material 5, and the installation work of the tubular member 6 can be integrated and performed, these installation work can be performed efficiently.

Alternatively, as a method for constructing the underground wall 1, first, an excavation hole corresponding to a planned construction location of the main body 11 of the underground wall 1 is formed in the ground. The excavation hole is formed by excavating the ground from the ground 3 side toward the underground. Next, the core material 4 and the buffer material 5 are installed in the excavation hole. Next, the main body 11 of the underground wall 1 is constructed by filling the excavation hole with soil mortar, mortar, or concrete. According to this method, since the core material 4 and the buffer material 5 can be positioned prior to filling the soil mortar, mortar, or concrete into the excavation hole, the core material 4 and the buffer material 5 are grounded. It can be accurately installed in the main body 11 of the middle wall 1. In addition, after hardening the soil mortar, mortar, or concrete, the ground wall body 11 is drilled from the ground 3 side to the basement by using a drilling machine, for example, and the crushed material 7 is installed inside the hole. It becomes possible to do.
In the construction method of the underground wall 1, the buffer material 5 may be fixed to the core material 4 before the core material 4 and the buffer material 5 are installed in the excavation hole. Thereby, since the installation work of the core material 4 and the installation work of the buffer material 5 can be integrated and performed, these installation work can be performed efficiently.

DESCRIPTION OF SYMBOLS 1 Underground wall 2 Underground structure 3 Ground 4 Core material 4a Web 4b Flange 5 Buffer material 6 Tubular member 7 Crushing material 8 Crushing energy transmission material 9 Notch (fragile part)
DESCRIPTION OF SYMBOLS 11 Main body 20 Water flow parts 31 and 32 Bracket 51 Pressurized fluid injection port 52 Pressurized fluid accommodating part 53 Hollow member 54 Bubble buffer material 55 Bottomed cylindrical member 56 Buffer member h Height direction of underground wall main body 11 t Underground Thickness direction of wall main body 11 w Horizontal extension direction of underground wall main body 11 C crack P compressive load S space

Claims (18)

Cushioning material placed in the body of the underground wall;
A crushed material that is spaced apart from the cushioning material within the body;
Comprising
The underground wall according to claim 1, wherein the cushioning material is compressible and deformable when the main body is crushed by the crushed material. A pair of the cushioning materials are disposed apart from each other in the horizontal extending direction in the main body,
The underground wall according to claim 1, wherein the crushing material is disposed between the cushioning materials in the main body.   3. The apparatus according to claim 1, further comprising a plurality of core members arranged in the main body so as to be spaced apart from each other in the horizontal extending direction and extending in the height direction of the main body. Underground wall as described in.   The underground wall according to claim 3, wherein the cushioning material is fixed to the core material.   5. The underground wall according to claim 4, wherein the cushioning material is fixed to the adjacent core material on one side and faces the crushed material on the other side.   The underground wall according to any one of claims 3 to 5, wherein the core material is an H-shaped steel material.   The underground wall according to claim 6, wherein the cushioning material is disposed in a space defined by the web of the H-shaped steel material and a pair of flanges.   The underground wall according to any one of claims 1 to 7, wherein a plurality of the crushed materials are arranged side by side along a thickness direction of the main body.   The underground wall according to any one of claims 1 to 8, further comprising a tubular member that accommodates the crushed material and extends in a height direction of the main body.   The underground wall according to claim 9, wherein the tubular member has fragile portions that are easily damaged at both end portions in the thickness direction of the main body.   The underground wall according to claim 9 or 10, wherein the tubular member is fixed to the core member.   The underground wall according to any one of claims 1 to 11, wherein the underground wall is made of soil mortar, mortar, or concrete. A method for constructing an underground wall according to claim 3,
Fixing the cushioning material to the core material;
A method for constructing an underground wall, wherein the core material to which the cushioning material is fixed is installed in a body of the underground wall made of soil mortar, mortar, or concrete before curing. A method for constructing an underground wall according to claim 9,
Fixing the cushioning material and the tubular member to the core material;
The construction method of the underground wall which installs the said core material to which the said buffer material and the said tubular member were fixed in the main body of the underground wall made from the soil mortar, mortar, or concrete before hardening. A method for constructing an underground wall according to claim 3,
Forming an excavation hole in the ground corresponding to the construction planned location of the main body of the underground wall,
Installing the core material and the cushioning material in the excavation hole;
The underground wall construction method of constructing the underground wall body by filling the excavation hole with soil mortar, mortar, or concrete.   The underground wall construction method according to claim 15, wherein the buffer material is fixed to the core material before the core material and the buffer material are installed in the excavation hole. A method for constructing an underground wall according to claim 9,
Forming an excavation hole in the ground corresponding to the planned installation location of the main body of the underground wall,
Installing the core material, the cushioning material, and the tubular member in the excavation hole;
The underground wall construction method of constructing the underground wall body by filling the excavation hole with soil mortar, mortar, or concrete.   18. The underground wall according to claim 17, wherein the buffer material and the tubular member are fixed to the core material prior to installing the core material, the buffer material, and the tubular member in the excavation hole. Construction method.