JP2002167778A - Liquefaction measure structure of structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a liquefaction measure structure of a structure for surely taking a liquefaction measure of the structure without being restricted by a plane shape and a surrounding state of the structure built on the ground. SOLUTION: An underground wall 3 is constructed in the ground 1 having the possibility of liquefaction so as to surround the ground just under the structure 2 built on the ground. A lower end part of the underground wall 3 is embedded by the depth L in the support ground 6. A restricting structure 7 continuing in the peripheral direction is constructed in a ring shape in an upper end part of the underground wall 3. The underground wall 3 is constructed by driving plural steel sheet piles 8 so as to surround the ground just under the structure 2.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a liquefaction countermeasure structure for a structure constructed on a ground which may liquefy during an earthquake (hereinafter referred to as "liquefied ground"). It was developed as a countermeasure against liquefaction of existing structures built on the building.

[0002]

2. Description of the Related Art Structures built on soft, saturated sandy ground may undergo uneven settlement or inclination due to liquefaction during an earthquake, and pile foundation structures may suffer damage such as damage to piles. There is a risk.

[0003] In particular, in the case of a structure directly built on soft ground such as an oil tank or the like, the tank body is damaged by large uneven settlement or inclination, or piping connected to the tank is damaged, and the tank is damaged. Accidents such as the loss of oil inside are feared.

[0004] As a countermeasure method for protecting a structure built on such liquefied ground from liquefaction during an earthquake, for example, a liquefaction countermeasure method for ground disclosed in Japanese Patent Application Laid-Open No. 6-2213616 is known. .

In this construction method, a steel sheet pile is circumferentially driven around an existing structure until its tip reaches the support ground, and then concrete is circumferentially driven into the head of the steel sheet pile. By closing the ground directly below the object circumferentially with the steel sheet pile wall, we expect the shear resistance of the steel sheet pile wall as a so-called `` ring structure '' against horizontal force, and increase the earth pressure of the straight foundation With respect to the lateral flow force, an attempt is made to suppress the movement of soil water inside the steel sheet pile by using the tensile resistance in the circumferential direction of the steel sheet pile ring.

[0006] Therefore, according to the present method, the deformation of the steel sheet pile wall is relatively small and the settlement of the structure can be effectively suppressed only when the steel sheet pile wall is completely closed in a circular shape. It is.

[0007]

However, if the plan of the structure on the ground is not circular, it is necessary to construct a steel sheet pile wall so as to surround the structure in a circumferential manner. There are places where the plane distance between the steel sheet pile wall and the steel sheet pile wall becomes longer, which not only reduces the ring effect of the steel sheet pile wall and the effect of dispersing the overload due to the structure, but also increases the required land and is uneconomical. There were problems such as becoming.

Even if the structure is circular, if a pipe or the like is laid around the structure or if another structure is built nearby, the steel sheet pile wall must be completely In such a case, the steel sheet pile wall can no longer resist the applied load as a ring structure, and mainly resists due to the bending rigidity in the longitudinal direction of the steel sheet pile. In addition, the deformation of the steel sheet pile wall increases, and the ring effect of the steel sheet pile wall is inevitably reduced.

In order to prevent this, it is necessary to dig deep underneath the obstacle in a portion where there is an obstacle such as a pipe, and to drive a short steel sheet pile below this to drive into the supporting ground. Great effort and time,
In addition to being expensive, some structures may not be able to dig deep into the surroundings.

This method cannot be used when another structure is nearby and a steel sheet pile cannot be driven. As a method for solving such a problem, for example, a method described in Japanese Patent Application Laid-Open No. H8-177062 is known. In this method, when there are obstacles such as pipes in the surroundings and the steel sheet pile wall cannot be closed, the main pile is integrated with the steel sheet pile at the end on both sides across this obstacle, and this construction is performed. This is a method for restraining the head of the parent pile.

However, since the steel sheet pile ring method generally resists with a tensile resistance in the circumferential direction, a straight steel sheet pile is used so that the strength and rigidity of the joint are large and the tensile strength of the steel material can be effectively utilized. Have been.

However, since the straight steel sheet pile has low bending stiffness, the rigidity and proof strength against loads other than the tensile force in the circumferential direction are small, and the steel sheet pile wall is incompletely closed or the steel sheet pile lacks. In such a case, there is a problem that the structural safety of the steel sheet pile wall is greatly reduced, and the countermeasure effect becomes uncertain.

On the other hand, when an ordinary U-shaped steel sheet pile having a large bending rigidity is used, the rigidity and proof strength of the joint are both lower than those of a straight steel sheet pile, and the circumferential tensile force as the sheet pile is low due to the shape characteristics. There are problems such as insufficient rigidity and proof stress.

SUMMARY OF THE INVENTION The present invention has been made to solve the above-mentioned problems, and has been made so that measures for liquefaction of an existing structure can be reliably performed without being restricted by the planar shape of the structure built on the ground or the surrounding conditions. An object of the present invention is to provide a structure for preventing liquefaction of a structure.

[0015]

A structure for preventing liquefaction of a structure according to claim 1 is a structure for preventing liquefaction of a structure which is built on the ground which may be liquefied. Are constructed so as to surround the ground immediately below the structure, the lower part thereof is embedded in the support ground, and the upper outer periphery of the underground wall is surrounded by a constraining structure continuous in the circumferential direction. It is characterized by having.

The underground wall can be constructed of steel sheet piles of various cross-sectional shapes which have been widely used so far, and can also be constructed of a shaped steel such as an H-shaped steel or a channel steel. Further, the constraining structure can be constructed of a section steel such as an H-section steel, reinforced concrete, steel-framed reinforced concrete, or the like. Particularly, in the case of a small-scale liquefaction countermeasure, a reinforcing bar can also be used.

The structure for preventing liquefaction of a structure according to claim 2 is the structure for preventing liquefaction of a structure according to claim 1,
The underground wall is characterized in that a plurality of steel sheet piles are driven into the ground so as to surround the ground immediately below the structure.

The structure for preventing liquefaction of a structure according to claim 3 is the structure for preventing liquefaction of a structure according to claim 1 or 2, wherein a drainage drain is provided in the ground between the structure and the underground wall. It is characterized by being buried plurally so as to surround the ground immediately below the structure.

As the drainage drain 9 in this case, for example, a perforated pipe made of a resin pipe or a steel pipe having a large number of water collecting holes in the side wall portion is used, or the drainage drain 9 is constructed on site. A crushed stone pillar or a sand pillar may be used.

The structure for preventing liquefaction of a structure according to claim 4 is the structure for preventing liquefaction of a structure according to claim 1, 2 or 3, wherein the drainage drain is provided in the ground outside the underground wall. It is characterized by being buried plurally so as to surround the middle wall.

According to a fifth aspect of the present invention, there is provided a structure for preventing liquefaction of a structure according to the first aspect.
The underground wall is characterized in that a plurality of underground wall construction pillars, in which a pillar body and a drainage are integrally formed, are driven into the ground so as to surround the ground immediately below the structure.

According to a sixth aspect of the present invention, there is provided a structure for preventing liquefaction of a structure according to the first, second, third, fourth or fifth aspect. It is characterized by being passed.

The tie rod in this case is, for example, P
A steel bar such as a C steel bar, a reinforcing bar, a wire, or a shaped steel such as an H-section steel is used. In particular, in the case of small-scale liquefaction countermeasures, a reinforcing bar can also be used.

[0024]

DESCRIPTION OF THE PREFERRED EMBODIMENTS Embodiment 1 FIGS. 1 and 2 show an example of a structure for preventing liquefaction of a structure according to the present invention. In the figure, a planar rectangular structure 2 built on a liquefied ground 1 is arranged along the circumferential direction. The underground wall 3 is constructed in a substantially rectangular plane so as to surround the ground immediately below the structure 2.

In the place where the obstacle 4 such as a pipe is buried, the underground wall 3 is provided with a gap 5 having a predetermined width so that the obstacle 4 can pass therethrough without being continuous.
In other places, it is constructed continuously along the circumferential direction of the structure 2.

The lower end 3a of the underground wall 3 is
And a constraining structure 7 is continuously inserted in the circumferential direction of the underground wall 3 so as to surround the outer periphery of the upper end portion 3b in the circumferential direction at the upper end 3b of the underground wall 3. Has been built.

The underground wall 3 is constructed of steel sheet piles 8, and a plurality of steel sheet piles 8 are continuously driven into the liquefied ground 1 along the circumferential direction of the structure 2, and the lower end thereof is formed in the support ground 6. At a predetermined depth L.

As the steel sheet piles in this case, those having various cross-sectional shapes which have been widely used so far are used, and adjacent steel sheet piles 8 are connected to each other through joints formed at both edges. Linked to each other.

The plane shape of the underground wall 3 is determined by the plane shape of the structure 2 built on the ground, and various plane shapes such as a plane rectangular shape, an L-shape, and a circular shape as shown in the figure are used. Conceivable.

The constraining structure 7 suppresses the upper end of the underground wall 3 (steel sheet pile 8) from being deformed outward due to the horizontal earth pressure in the liquefied ground 1. On the outside, it is integrally formed with the underground wall 3 by a steel section such as an H-section steel, reinforced concrete, or steel reinforced concrete.

With this construction, when the liquefied ground 1 liquefies during an earthquake, the horizontal earth pressure P ₁ in the ground surrounded by the underground wall 3 increases due to an increase in excess pore water pressure. larger than the horizontal earth pressure P ₂ of the outer portion of the middle wall 3, which in particular the upper end of the underground wall 3 is subjected to large horizontal earth pressure towards the outside (P ₁ -P _2), but underground walls 3 Lower end 3a
Are deeply embedded and fixed in the support ground 6 and the upper end 3b is restrained by the restraint structure 7,
For example, as shown in FIG. 2A, the deformation of the underground wall 3 due to the horizontal earth pressure is extremely small, so that the fluidization of the ground immediately below the structure 2 can be reliably prevented, and the stability of the structure 2 is maintained. Can be.

When the upper end 3b of the underground wall 3 is not restrained by the restraining structure 7, the above-mentioned horizontal earth pressure is mainly resisted by the bending resistance of the underground wall 3. If the horizontal earth pressure exceeds the bending resistance of the underground wall 3, for example, as shown in FIG. 2B, the upper end of the underground wall 3 is greatly deformed outward in a cantilevered manner, When the ground immediately below the structure 2 flows to the side, the structure 2 on the ground may be damaged, such as harmful deformation, settlement, and inclination.

Embodiment 2 of the Invention FIG. 3 (a), (b)
Shows another example of the liquefaction countermeasure structure according to the present invention, which is applied particularly when an obstacle such as a pipe is not buried in the ground. In all places, it is constructed continuously in the circumferential direction of the structure 2 so as to be completely closed.

With the underground wall 3 constructed in this manner, fluidization of the ground from the inside to the outside of the underground wall 3 can be completely prevented, and the structure 2 can be more stably stabilized. Can be done.

Embodiment 3 of the Invention FIG. 4 shows another example of the liquefaction countermeasure structure according to the present invention. In particular, since the structure 2 built on the ground is constructed in a plane circular shape,
The above-mentioned underground wall 3 is constructed in a plane circular shape along the circumferential direction of the structure 2, and similarly, the constraining structure 7 is constructed in a plane circular ring shape continuous along the circumferential direction of the structure 2. I have.

In a place where an obstacle 4 such as a pipe is buried, the underground wall 3 is not continuous, and a gap 5 is provided to allow the obstacle 4 to pass therethrough. Further, the structure 2
A plurality of drainage drains 9 for dissipating excessive pore water pressure are buried at predetermined intervals in the circumferential direction of the structure 2 so as to surround the structure 2 in the ground between the ground wall 3 and the ground.

As the drainage drain 9 in this case, for example, a perforated pipe made of a resin pipe or a steel pipe having a large number of water collecting holes on the side wall portion is used, or a crushed stone column or the like is used as the drainage drain 9 on site. Has been constructed.

With such a construction, even if the excess pore water pressure in the ground surrounded by the underground wall 3 rises due to liquefaction during an earthquake, the excess pore water pressure in the ground through the drainage drain 9 is increased. As the pore water is drained to the ground, the rise in excess pore water pressure can be suppressed quickly.

Due to the effect of suppressing the excessive pore water pressure of the drain 9 as described above, the rigidity of the ground around the underground wall 3 is maintained, and the excessive pore water pressure temporarily increased due to liquefaction during the earthquake is quickly reduced after the earthquake. The ground immediately below the structure 2 goes around between the structure 2 and the underground wall 3 or the sediment in the underground wall 3 is subjected to the gap 5 between the underground wall 3 during and after the earthquake. Therefore, it is possible to reliably prevent the ground from flowing out from the ground, and to hold the structure 2 more stably.

Embodiment 4 of the Invention FIG. 5 (a), (b)
Shows another example of the liquefaction countermeasure structure according to the present invention. Since the structure 2 erected on the ground is constructed in a plane circular shape as in the example of FIG. A ring is formed in a plane circular shape so as to surround the structure 2 along the circumferential direction of the structure 2, and similarly, a ring having a plane circular shape so that the constraint structure 7 surrounds the structure 2 along the circumferential direction of the structure 2. It is built in the shape.

In the ground between the structure 2 and the underground wall 3 and in the ground outside the underground wall 3, the plurality of drainage drains 9 described above are arranged so as to surround the structure 2. The drainage mat 10 is continuously laid along the circumferential direction of the structure 2 on the ground inside and outside the underground wall 3 in which the drainage 9 is buried. ing.

With such a construction, in addition to the effect described in the example shown in FIG. 4, in the ground outside the underground wall 3, the rise in excess pore water pressure during an earthquake is reduced, thereby enabling a quick response. The effective stress can be recovered, and the effect of preventing deformation of the underground wall 3 to the outside due to horizontal earth pressure can be further enhanced.

Embodiment 5 of the Invention FIG. 6 (a), (b)
Shows another example of the liquefaction countermeasure structure according to the present invention. Since two flat circular structures 2 are built on the ground and are very close to each other, the above-mentioned underground wall 3 is Each of the structures 2 is constructed in a plane circular shape in the circumferential direction of each of the structures 2 so as to surround each of the structures 2, and similarly, the constraining structures 7 are similarly circular in a plane of the circumferential direction of each of the structures 2 so as to surround each of the structures 2. Each is constructed in a ring shape.

Further, since the two underground walls 3 are constructed very close to each other at the opposing position of the two underground walls 3, the steel sheet pile 8 cannot be driven into the gap 5.
Further, a gap 5 is provided on another side B for the purpose of passing a pipe or the like, and a plurality of drainage drains 9 are buried in the ground near the gap 5.

With this construction, since the two structures 2 are constructed very close to each other, a construction machine for driving the steel sheet pile 8 between the structures 2 can be introduced. Therefore, even if the steel sheet pile 8 cannot be cast, the drainage drain 9 is buried in the ground near the gap 5 so that the rigidity and strength of the ground near the gap 5 can be maintained. Of earth and sand from the river can be prevented.

Embodiment 6 of the Invention FIGS. 7 and 8 show another example of the liquefaction countermeasure structure according to the present invention. Since the structure 2 built on the ground is constructed in a plane rectangular shape, the underground wall 3 forms the structure 2. It is constructed in a plane rectangular shape in the circumferential direction of the structure 2 so as to surround it, and the constraining structure 7 is constructed in a ring shape of a plane rectangle in the circumferential direction of the structure 2 so as to surround the structure 2.

The underground wall 3 is made of steel sheet pile as described above.
An underground wall construction support 11 is constructed, and a plurality of the underground wall construction support 11 is driven into the liquefied ground 1 in a circumferential direction of the structure 2 so as to surround the structure 2. Reference numeral 11a is embedded in the support ground 6 by a predetermined depth L.

The underground wall construction strut 11 is formed by integrally forming the strut body 11b and the drainage drain 9 with each other.
1b is formed from an H-section steel, and the drainage drain 9 is formed from a grooved channel steel having a large number of water collecting holes 9a with filters in the web or both the web and the flange as shown in FIG. 8, for example. The channel steel with holes as 9 is attached by welding to the outer side of the flange of the column body 11b.

As another example of the underground wall construction support column 11, as shown in FIGS. 8 (b) and 8 (c), an outer portion or a web of both side flanges of an H-shaped steel as a support body 11b is used. 8D is formed by welding a grooved steel with holes as drain drains 9 on the both sides, or, for example, as shown in FIG. It is conceivable to use a perforated pipe with such strength that it does not fall off during construction.

With this construction, the fluidity of the soil and the deformation of the underground wall due to the rigidity and strength of the ground around the underground wall 3 due to the effect of suppressing the excessive pore water pressure of the drainage drain 9 are maintained. In addition, the underground wall 3 and the drainage drain 9 can be constructed simultaneously at the time of construction, so that the process can be omitted and the construction period can be shortened, and the number of construction machines used can be reduced. Can also be expected.

Embodiment 7 of the Invention 9 and 10 show another example of the liquefaction countermeasure structure according to the present invention. Since the structure 2 built on the ground is constructed in a plane elliptical shape, the underground wall 3 is connected to the structure 2. Is constructed in a plane elliptical shape in the circumferential direction of the structure 2 so as to surround the structure 2.

The constraining structure 7 is constructed in a ring shape of a plane ellipse in the circumferential direction of the structure 2 so as to surround the structure 2. Furthermore, the opposing position 7 of the restraint structure 7
The tie rods 12 are respectively bridged between a and 7a and between 7b and 7b.

The underground wall 3 is made of steel sheet pile 8A with drainage drain.
And a steel sheet pile 8 having no drainage drain, the steel sheet pile 8A with a drainage drain and the steel sheet pile 8 are driven alternately in the circumferential direction of the structure 2, and the lower end of each of the steel sheet piles 8 has a root at a predetermined depth in the support ground 6. The inserted and further adjacent steel sheet piles 8A with drainage and the steel sheet piles 8 are connected to each other via joints formed at both edges. Further, tie rods 12 are respectively bridged between opposing positions a and a and between b and b of the restraining structure 7.

The steel sheet pile 8A with the drainage is a steel sheet pile 8A.
And a drain 9 are integrally formed. For example, as shown in FIGS. 10 (a), 10 (b), and 10 (c), inside the web 8a of the steel sheet pile 8, or both inside and outside, Water collecting hole 9a with filter as drainage drain 9
Are attached by welding.

As another example of the steel sheet pile 8A with the drainage drain, for example, as shown in FIG. 10D, a perforated pipe made of resin or steel pipe is not dropped on the web of the steel sheet pile 8 during construction. It is conceivable to use one attached to a certain degree of strength.

The tie rods 12 are horizontally extended between the opposing positions a, a and b, b of the restraining structure 7, and both ends 12 a penetrate through the upper end of the underground wall 3, and the restraining structure 7. 7 is firmly established. As the tie rod 12 in this case, for example, a PC steel rod, a reinforcing bar, a wire, or a shaped steel such as an H-shaped steel is used.

With the construction as described above, the fluidization of the ground can be prevented by the rigidity and strength maintenance of the ground around the underground wall 3 due to the effect of suppressing the excessive pore water pressure of the drainage drain 9. Since the underground wall 3 and the drainage drain 9 can be constructed at the same time, the steps can be omitted and the construction period can be shortened, and the number of construction machines used can be reduced, and economic construction can be expected.

In addition to the rigidity and strength maintained by the constraining structure 7, the tie rod 12 provides a very stable structural system due to the deformation constraining effect, so that more liquefaction countermeasures can be taken.

Further, by taking into account the deformation restraining effect of the tie rod 12, the rigidity and strength of the restraint structure 7 can be reduced, so that a very rational liquefaction countermeasure structure can be obtained.

[0060]

The present invention has been described above.
In particular, in the ground that may be liquefied, an underground wall is constructed so as to surround the ground immediately below the structure built thereon, and the lower part is rooted in the supporting ground, and further, the upper end of the underground wall The constrained structure is constructed continuously in the circumferential direction of the underground wall so as to surround the outer periphery of the upper end of the underground wall in the circumferential direction, so if the planar shape of the structure built on the ground is not circular Or an obstacle such as a pipe is buried around the structure, or another structure is being built nearby, so that the underground wall is completely closed circumferentially around the structure. Even in the case where construction is not possible, deformation of the underground wall due to horizontal earth pressure can be suppressed as much as possible, and the flow to the side of the ground immediately below the structure can be reliably prevented, whereby the stability of the structure built on the ground can be maintained.

Further, since a plurality of drainage drains for dissipating excessive pore water pressure are buried in the inside of the ground wall or in the ground both inside and outside the ground wall so as to surround the structure, Even if the excess pore water pressure rises due to liquefaction during an earthquake, excess pore water in the ground is drained to the ground via drainage drains, and the rise in excess pore water pressure is quickly suppressed, Stiffness of the ground around the underground wall is maintained, and excess pore water pressure that temporarily rises due to liquefaction during the earthquake is quickly dissipated after the earthquake, so that the overburden pressure decreases rapidly with the structure and underground Reliably prevents ground flow where the ground beneath the structure wraps into the ground between the walls, or the sediment inside the ground wall flows out of the gap in the ground wall during and after an earthquake Can be a structure It can be held more stably.

Further, since the tie rods are bridged at opposing positions of the restraining structure, in addition to the rigidity and strength retention by the restraining structure, an extremely stable structure is obtained by the deformation restraining effect of the tie rods. Reliable liquefaction measures can be taken. Further, by taking into account the deformation restraining effect of the tie rod, the rigidity and strength of the restraint structure can be reduced, so that a very rational and economic liquefaction countermeasure structure can be obtained.

[Brief description of the drawings]

FIG. 1 is a perspective view showing an example of a liquefaction countermeasure structure according to the present invention.

FIG. 2 shows the behavior of the ground immediately below the structure. FIG. 2 (a) shows the behavior of the ground when a constrained structure is provided at the upper end of the underground wall.
(B) is a sectional view showing the behavior of the ground when there is no restraint structure at the upper end of the underground wall.

3A and 3B show another example of the liquefaction countermeasure structure according to the present invention, wherein FIG. 3A is a longitudinal sectional view and FIG. 3B is a plan view.

FIG. 4 is a perspective view showing another example of the liquefaction countermeasure structure according to the present invention.

5A and 5B show another example of the liquefaction countermeasure structure according to the present invention, wherein FIG. 5A is a plan view and FIG. 5B is a longitudinal sectional view.

6A and 6B show another example of the liquefaction countermeasure structure according to the present invention, wherein FIG. 6A is a plan view and FIG. 6B is a longitudinal sectional view.

7A and 7B show another example of the liquefaction countermeasure structure according to the present invention, wherein FIG. 7A is a plan view and FIG. 7B is a longitudinal sectional view.

FIGS. 8A and 8D are perspective views, and FIGS. 8B and 8C are plan views of the underground wall construction support column.

FIG. 9 is a plan view showing another example of the liquefaction countermeasure structure according to the present invention.

FIG. 10 shows an example of a steel sheet pile with a drainage,
(A), (d) is a partial perspective view, (b), (c) is a plan view.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 Liquefaction ground 2 Structure 3 Underground wall 3a Lower end of underground wall 3b Upper end of underground wall 4 Piping (obstacle) 5 Gap 6 Supporting ground 7 Restraining structure 8 Steel sheet pile 8a Web 9 Drainage 9a Collection Water hole 10 drainage mat 11 support for underground wall construction 11a flange 11b web 12 tie rod

 ──────────────────────────────────────────────────続 き Continuing on the front page (72) Yukio Saimura, Inventor 4-5-33 Kitahama, Chuo-ku, Osaka-shi, Osaka Sumitomo Metal Industries, Ltd. (72) Inventor Masanobu Okamoto 4-chome, Kitahama, Chuo-ku, Osaka, Osaka No. 5-33 Sumitomo Metal Industries Co., Ltd. (72) Inventor Daiki Murata 4-33 Kitahama, Chuo-ku, Osaka-shi, Osaka Prefecture F-term in Sumitomo Metal Industries Co., Ltd.

Claims (6)

[Claims] 1. A liquefaction countermeasure structure for a structure built on the ground that is likely to be liquefied, wherein an underground wall is constructed in the ground so as to surround the ground immediately below the structure and a lower part thereof. Is buried in a supporting ground, and is constructed by surrounding an upper outer periphery of the underground wall with a constraining structure continuous in a circumferential direction thereof. 2. The structure for preventing liquefaction of a structure according to claim 1, wherein the underground wall is constructed by driving a plurality of steel sheet piles into the ground so as to surround the ground immediately below the structure. 3. The structure according to claim 1, wherein a plurality of drainage drains are buried in the ground between the structure and the underground wall so as to surround the ground immediately below the structure. Liquefaction countermeasure structure. 4. The liquefaction of a structure according to claim 1, wherein a plurality of drainage drains are buried in the ground outside the underground wall so as to surround the underground wall. Countermeasure structure. 5. The underground wall is constructed by driving a plurality of underground wall construction pillars integrally formed with a pillar body and a drainage into the ground so as to surround the ground immediately below the structure. The structure for preventing liquefaction of a structure according to claim 1. 6. The binding material according to claim 1, wherein a binding material is bridged between opposing positions of the restraining structure.
Or the liquefaction countermeasure structure of the structure of 5.