KR101677235B1 - Embankment structure for constructing using floating-type pile on soft ground, and construction method for the same - Google Patents

Abstract

 A floating-type pile having buoyancy is installed on the inner part of a steel pipe pile except for the edge part among a plurality of steel pipe piles supported at the tip end from a conventional steel pipe pile method to a solid supporting pile, The number or length of the steel pipe pile required can be reduced, and the consolidation promotion phenomenon and excess pore water pressure occurring when the steel pipe pile is settled by the load of the embankment can be generated And a method of constructing the embankment structure and the method for constructing the embankment structure, which are formed by using a floating pile on a soft ground, which can suppress the occurrence of unevenness caused by dissipation.

Description

Technical Field [0001] The present invention relates to an embankment structure formed by using a floating pile on a soft ground, and a construction method thereof. [0002]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an embankment structure on a soft ground, and more particularly, to a floating embankment on a soft ground in an embankment structure (for example, -Type < / RTI > Pile) and its construction method.

Generally, a foundation that does not have sufficient bearing capacity as a foundation foundation for an architectural structure is called a soft foundation. The constituent soils of such soft grounds generally consist of soft and compressible clays, silts, and pits with an N value of 0 to 4 in the standard penetration test. For example, such soft grounds may be classified as triplets, Valley), and so on. Also, it is also soft soil that contains water in the loose sand layer of N <10.

In addition, in order to construct various structures, it is necessary to reinforce the soft ground where the structure is constructed so as to prevent the uneven settlement while stably supporting the surface load of the structure. Therefore, Reinforcement methods of various types are disclosed in the prior art according to the use purpose and the soil layer structure of the soft ground.

These soft ground countermeasures can be categorized into improvement methods and support pile methods. For example, improvement methods include sand drain method, vertical drain method, paper drain method, pack drain method, sand compaction pile method, dynamic compaction method, and compressive soil method. There is a construction method in which piles are supported on a solid ground, and geosynthetic fibers are laid on top of the pile to construct an embankment and an upper structure. In this soft ground improvement method, if the improvement depth is too deep or the improvement range is wide, it takes a lot of time and cost. Therefore, recently, the steel pipe piling method, which is commonly used in buildings, And the number of cases is increasing.

Specifically, in such a steel pipe piling method, a plurality of steel pipe piles are formed into a perforation hole by using a rod and bits of various perforators, and then the steel pipe is filled with a grouting material such as mortar to cure It is widely used because it can maintain a high vertical load. In addition, such a steel pipe piling method is widely used as a method of constructing a concrete wall that prevents the collapse of the gravel by supporting the side wall load of the gravel, rather than increasing the supporting force to support the concrete load on various structures.

In order to support the bearing capacity of the structure against the upper load by using the steel pipe piling method described above, a steel pipe file for supporting the structure must be inserted very deeply below the ground layer, and the hole for inserting the steel pipe file is very deeply There is a problem that the construction cost and the construction period are increased in proportion to the increase of the depth of the perforation hole.

Particularly, since a large structure having a large overhead load requires a very high supporting force, the number of steel pipe piles supporting the structure per unit area of the structure needs to be increased, resulting in an increase in construction cost.

FIGS. 1A and 1B are views for explaining a soft ground reinforcement method using a steel pipe pile according to a conventional technique, wherein FIG. 1A is a perspective view and FIG. 1B is a vertical sectional view.

As shown in FIGS. 1A and 1B, in the case of a soft ground reinforcement method using a steel pipe pile according to the related art, a plurality of steel pipe piles 20 are arranged in a row on a soft ground 10, (30) and the upper structure (40) are laminated on the upper surface (20).

The soft ground reinforcement method using a steel pipe pile according to the prior art is a kind of soft ground improvement method, and is a method of repairing the soft ground by conveying the embankment (or piling body) and the orbital load to the hard ground through the steel pipe pile (20) It is an active method that can suppress the occurrence of settling and fundamentally suppress long-term settlement. However, when the soft ground 10 is thick, the length and the yield of the steel pipe pile 20 increase, which is disadvantageous to economical efficiency and workability.

In addition, there are many issues to be considered in terms of long-term problems such as the problem of unevenness due to the dissipation of excessive pore water pressure due to the fluctuation of the groundwater level and the corrosion problem of the pile under the groundwater.

Therefore, it is possible to optimize the length of the steel pipe pile 20 irrespective of the thickness of the soft ground 10 and to have no influence on the fluctuation of the groundwater level. By reducing the preceding consolidation load on the soft ground 10, It is necessary to develop a pile-up pile method that can suppress the long-term settlement of the upper body and suppress the corrosion of the pile due to the variation of groundwater level.

2A is a cross-sectional view of a top concrete pile 40, and FIG. 2B is a top view of a top concrete pile 40. FIG. 2C is a construction sectional view of the top type concrete pile 40, and FIG. 2D is a construction top view of the top type concrete pile 40. FIG.

The basic construction method using a top type file according to the related art is a top base construction method for laying a top type concrete pile 40 on a foundation foundation surface of a structure. Specifically, as shown in Figs. 2B and 3C As shown, it includes a top concrete pile 40, a reinforcing bar 50, a connecting reinforcing bar 60, a location reinforcing bar 70, a pitting crush 80, etc., and is widely used as a base part in soft ground . The foundation method using the top type pile has a reinforcing effect on the ground, and at the same time, the load is distributed to the ground, thereby exhibiting an effect similar to the case of improving the foundation portion and the surrounding ground.

As shown in Figs. 2C and 2D, a foundation method using such a top type file is a method in which a top reinforced concrete reinforced concrete reinforced concrete reinforced concrete pile 70 is laid on the foundation foundation surface, The upper reinforcing bars 60 are connected to the reinforcing bar 50 in a square manner so that the upper reinforcing concrete piles 40 are engaged with the upper reinforcing concrete piles 40, Filled with crushed stone (80) and sufficiently compacted.

At this time, reinforcing bars are used at the upper and lower portions to connect the top concrete pile 40 used in the soft ground. In other words, the reinforcing bars are used to connect the top files. This is because the material cost and the processing cost are very expensive, and the reinforcing bars may be corroded near the beach, and the restraint effect on the lower pore crusher 80 is low There are disadvantages. Further, when there is a step in a section where the top-type concrete pile 40 is installed, the installation of the crushed stone 80 is not easy and the workability is degraded. Further, It is disadvantageous in terms of securing the supporting force of the section of the stepped backing.

Korean Patent No. 10-799848 filed on November 6, 2006, entitled "Field-mounted top file reinforced with coupling structure" Korean Patent No. 10-913346 filed on Aug. 13, 2007, entitled "Method of Reinforcing Soil Using Pile and Top Pile for Soil Reinforcement" Korean Registered Patent No. 10-888668 filed on June 15, 2007, entitled "Ground Reinforcement Method" Korean Patent Application No. 2008-0108879 (published on Dec. 16, 2008), entitled "Method of Reinforcing Bearing Capacity of Soft Grounds and Reinforcing Structures Used Therefor" Korean Patent No. 10-1164989 filed on Dec. 16, 2011, entitled "Ground reinforcement structure assembly and method of construction thereof" Korean Patent No. 10-1144505 filed on June 14, 2010, entitled "Base Soil Stabilization Method Combined with Top File and Steel Pipe File" Korean Patent No. 10-1073695 filed on November 26, 2008, entitled "Soft ground drainage device for forced drainage and simultaneous reinforcement in soft ground subsurface"

The present invention has been made in view of the above problems, and it is an object of the present invention to provide a floating pile having a buoyancy for a steel pipe pile of an inner portion excluding an edge portion among a plurality of steel pipe piles, Piles are installed and the number or length of the steel pipe piles required for installing the post-tensioned PC steel wire or the tension material connecting the floating piles to each other is reduced, And a method of constructing the same.

Another technical problem to be solved by the present invention is to provide a method of manufacturing a steel pile which is capable of suppressing the occurrence of consolidation which may occur when the steel pipe pile is settled by the load of the embankment and the occurrence of excessive pore water pressure and the occurrence of a non- And a method of constructing the same.

According to an aspect of the present invention, there is provided a method of manufacturing a pavement comprising:
First to fourth steel pipe piles installed at four corners on the soft ground; First to fourth lattice girders installed respectively between opposing steel pipe piles of the first to fourth steel pipe piles at the upper end of the first to fourth steel pipe piles and embedded in the soft ground; A plurality of floating piles installed in a section defined by the first to fourth lattice girders at the upper end of the first to fourth steel pipe piles; And a tensile member each of which is fastened to the floating pile so as to introduce a tensile force along the through holes (h1, h2), respectively, through the side surfaces of the floating pile, wherein the suspension A reinforcing material laid on the surface; An embeddable body laminated on the reinforcing material; And a superstructure to be laminated on the embedding body, wherein the floating pile has a hollow housing having a hollow shape in which an inner hollow is formed so as to utilize buoyancy; A lid of the hollow housing, the upper lid being formed to be flat so that the stiffener can be laid; And a hollow shank having a rectangular pyramidal shape formed to extend from a lower portion of the hollow housing, wherein the floating pile is hollowed to utilize buoyancy, and the tension member is formed by a post- The ends of the lattice girder and the floating pile are restrained from being held and deformed and the settlement of the steel pipe pile to the lower portion of the soft ground is suppressed so that the settlement of the steel pipe pile Thereby suppressing the occurrence of the consolidation and the occurrence of excess pore water pressure and the occurrence of deflativity due to dissipation.

delete

Here, the tension member is installed through the through hole of the floating pile, and is fixed in tension by the post tension method so that the floating pile does not move left or right or up and down.

Here, the reinforcing material may be geosynthetic fiber or wire mesh, and the geosynthetic fiber may be geocomposite or geogrid.

As another means for accomplishing the above technical object, there is provided a method of constructing a body structure using a floating pile on a soft ground according to the present invention, comprising the steps of: a) Installing four steel pipe piles in a type; b) installing the first to fourth lattice girders so as to be embedded in the soft ground between facing steel pipe piles among the first to fourth steel pipe piles; c) installing a plurality of floating piles 140 in a section defined by the first to fourth lattice girders; d) connecting tension members along respective through holes (h1, h2) passing through the side surface of the floating pile (140) and introducing a tension force; e) laying a stiffener on the exposed surface in a state where the floating pile is fastened by the tension member; And f) installing an embankment and an upper structure on the reinforcement, wherein the floating pile in step c) comprises: a hollow housing having a rectangular parallelepiped shape in which the hollow is formed so as to utilize buoyancy; A lid of the hollow housing, the upper lid being formed to be flat so that the stiffener can be laid; And an end shoe having a quadrangular pyramid shape formed to extend from a lower portion of the hollow housing. In the step (d), the end portions are tensioned and fixed to the first to fourth lattice girders by a post tension method , Suppression of the maintenance and deformation of the lattice girder and floating pile and suppression of settlement of the steel pipe pile to the lower part of the soft ground, so that the consolidation promotion phenomenon and the excessive pore water pressure So that the occurrence of the unevenness due to generation and dissipation can be suppressed.

According to the present invention, a floating pile having buoyancy is installed on the inner part of the steel pipe pile excluding the edge part among a plurality of steel pipe piles supported at the tip end from the existing steel pipe pile method to the solid support pile, The number or length of the steel pipe pile required can be drastically reduced by installing post-tensioned PC steel wires or tensions.

According to the present invention, it is possible to suppress the occurrence of the consolidation promotion phenomenon and the occurrence of excessive pore water pressure and the occurrence of the deflativity due to the dissipation, which may occur when the steel pipe pile is settled by the load of the embankment.

FIGS. 1A and 1B are views for explaining a soft ground reinforcement method using a steel pipe pile according to a conventional technique.
FIGS. 2A to 2D are views for explaining soft ground reinforcement using a top pile according to a conventional technique.
FIG. 3 is a perspective view illustrating an embankment structure formed using a floating pile on a soft ground according to an embodiment of the present invention. FIG.
FIG. 4 is a diagram illustrating a floating pile in an embankment structure formed using a floating pile on a soft ground according to an embodiment of the present invention.
5a and 5b are a side view and a plan view, respectively, of an embankment structure formed using a floating pile on a soft ground according to an embodiment of the present invention.
6 is an operational flowchart illustrating a method of constructing an embankment structure using a floating pile on a soft ground according to an embodiment of the present invention.
FIGS. 7A to 7F are views illustrating a construction process of the embankment structure to be formed using the floating pile on the soft ground according to the embodiment of the present invention, respectively.
FIGS. 8A and 8B are views illustrating stiffeners in an embankment structure formed using a floating pile on a soft ground according to an embodiment of the present invention, respectively.

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings, which will be readily apparent to those skilled in the art. The present invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. In order to clearly illustrate the present invention, parts not related to the description are omitted, and similar parts are denoted by like reference characters throughout the specification.

Throughout the specification, when an element is referred to as "comprising ", it means that it can include other elements as well, without excluding other elements unless specifically stated otherwise.

[Embedded body structure formed by floating pile on soft ground (100)]

FIG. 3 is a perspective view showing an embankment structure formed by using a floating pile on a soft ground according to an embodiment of the present invention. FIG. 4 is a perspective view showing an embedment pile constructed using a floating pile on a soft ground according to an embodiment of the present invention. 5a and 5b are a side view and a plan view of an embankment structure formed using a floating pile on a soft ground according to an embodiment of the present invention, to be.

Referring to FIGS. 3 and 4, an embeddable body structure 100 formed using floating piles on a soft ground according to an embodiment of the present invention includes first to fourth steel pipe piles 120, A fourth lattice girder 130, a floating pile 140, a tension member 150, a stiffener 160, an embedding body 170, and a superstructure 180.

The first to fourth steel pipe piles 120 are installed at four corners on the soft ground 110 as shown in FIG.

The first to fourth lattice girders 130 are installed between the steel pipe piles facing each other among the first to fourth steel pipe piles 120 at the upper end of the first to fourth steel pipe piles 120.

The floating pile 140 is formed hollow so as to utilize buoyancy and is supported by the first to fourth lattice girders 130 at the upper end of the first to fourth steel pipe piles 120 Many are installed in the divided section. 4, the floating pile 140 has a shape similar to that of a conventional top pile. However, as shown in FIG. 4, for example, The hollow housing 141 may be rectangular or circular, but the present invention is not limited thereto. However, as shown in FIG. 4, the floating pile 140 in the present invention may include a hollow housing 141 having a rectangular parallelepiped shape in which the hollow is formed so as to utilize buoyancy. In addition, through holes (h1, h2) through which a steel wire or a tension can be installed are formed on the side surface of the floating pile (140), and the upper part of the floating pile (140) And has an upper cover 142 so that the upper cover 160 can be installed and stacked. That is, the upper lid 142 is a cover of the hollow housing 141, and is formed flat so that the reinforcing member 160 can be laid. In addition, a quadrangular pyramid tip shoe 143 may be formed on the bottom surface of the floating pile 140 so as to extend from the bottom of the hollow housing 141.

The straining material 150 is fastened to the floating pile 140 so as to introduce a tensional force along the through holes h1 and h2 respectively passing through the side surfaces of the floating pile 140 as shown in Fig. do. Accordingly, the tensile material 150 is installed through the through holes h1 and h2 of the floating pile 140, and the floating pile 140 is moved left or right or up and down by a post- So that it can be fixed by tension. It will be apparent to those skilled in the art that tensioning can be introduced using a tensioning device comprised of a tensioning device 151 and a tensioning force introducing device 152 as shown in FIG.

The stiffener 160 is laid on the exposed surface in the state where the floating pile 140 is fastened by the tension member 150. For example, the reinforcement 160 may be geosynthetics or wire meshes, and the geosynthetic fibers may be geocomposites or geogrids, but are not limited thereto.

The upper body 180 is stacked on the body 170 and the upper body 180 may be an orbital bedrider, but the upper body 180 is not limited thereto. It is not.

The embedding structure 100 formed using the floating pile on the soft ground according to the embodiment of the present invention is a structure of a plurality of steel pipe piles which are supported at the tip end from the existing steel pipe pile method to the solid support pile, 5a and 5b and a post tension PC strut or tendon connecting the floating piles to each other as shown in Fig. 5A and Fig. 5B, Install it. Accordingly, the embankment structure 100 formed using the floating pile on the soft ground according to the embodiment of the present invention can drastically reduce the number or length of the steel pipe pile 120 required.

[Method of Construction of Embedded Structure (100) Constructed Using Floating Pile]

FIG. 6 is an operation flowchart showing a method of constructing an embankment structure to be formed using a floating pile on a soft ground according to an embodiment of the present invention. FIGS. 7A to 7F are cross- Fig. 2 is a view illustrating an example of a construction process of an embankment structure formed by using a floating pile.

Referring to FIGS. 6 and 7A to 7F, a method of constructing an embankment structure using a floating pile on a soft ground according to an embodiment of the present invention is as follows. First, as shown in FIG. 7A, The first to fourth steel pipe piles 120a to 120d are installed at four corners on the ground 110 (S110). Specifically, the steel pipe piles 120a to 120d are disposed at a lower portion of the embankment structure 100 to be formed so as to be able to be supported to a solid support base below the soft ground 110 by using general steel pipe piles 120a to 120d or the like. Type.

Next, as shown in FIG. 7B, first to fourth lattice girders 130a to 130d are installed between facing steel pipe piles among the first to fourth steel pipe piles 120a to 120d S120). Specifically, the lattice girders 130a to 130d are fixed by bolts or welding (not shown) so as to maintain a quadrangle between the steel pipe piles 120a to 120d and the steel pipe piles 120a to 120d.

Next, as shown in FIG. 7C, a plurality of floating piles 140 are installed in a section defined by the first to fourth lattice girders 130a to 130d (S130), and thereafter, as shown in FIG. 7D As shown in the drawing, the tension member 150 is connected along the through hole passing through the side surface of the floating pile 140, and a tensile force is introduced (S140). Specifically, after the floating pile 140 is installed, a PC steel wire or a tensile material 150 is installed through the through hole of the floating pile 140, and the pile 140 is pierced by a post- The pile 140 is taut and fixed so that it does not move to the left or right or up and down. Specifically, as shown in Fig. 7D, the occurrence of the interval maintenance or deformation of the lattice girder 130 and the floating pile 140 by the tension device including the tension member fixing device 151 and the tensional force introduction device 152 And an additional device (not shown) for restraining the distance between the floating pile 140 and the floating pile 140 is installed and fixed to withstand the load of the embedding structure. Further, by suppressing the settlement of the steel pipe pile 120 to the lower portion of the soft ground by the post tension, the consolidation promotion phenomenon that may occur upon settlement of the steel pipe pile 120 due to the embankment load and the occurrence of excess pore water pressure, And the like can be suppressed.

Next, as shown in FIG. 7E, the stiffener 160 is installed on the exposed surface in a state where the floating pile 140 is fastened by the tension member 150 (S150). When the floating pile 140 is completely installed, the pile 140 may be installed on the upper portion of the floating pile 140. In order to facilitate the pileup of the pile and the entry of the equipment, Wire mesh can be installed.

Next, as shown in FIG. 7F, an embedding body 170 and an upper structure 180, for example, an orbital roadbed are installed on the stiffener 160 (S160). That is, after the geoscientific fibers or the wire mesh are installed, the embankment structure 100 is completed by stacking the geosynthetic fibers or the wire mesh.

8A and 8B are diagrams illustrating a stiffener in an embankment structure formed using a floating pile on a soft ground according to an embodiment of the present invention, respectively.

As shown in FIG. 8A, a high strength is required between the floating pile 140 and the floating pile 140 in the embankment structure formed using the floating pile on the soft ground according to the embodiment of the present invention. And the reinforcing member 160 installed between the floating pile 140 and the floating pile 140 can be reinforced by the geosynthetic fiber or the wire mesh as shown in FIG. 8B.

According to the embodiment of the present invention, a floating pile having a buoyancy is installed on the inner part of the steel pipe pile excluding the edge part among a plurality of steel pipe piles supported at the leading end from the existing steel pipe pile method to a solid supporting pile, It is possible to reduce the number or the length of the steel pipe pile required by post-tensioned PC steel wires or tensions that connect the piles to each other, and furthermore, the phenomenon of acceleration and excess of consolidation that may occur when the steel pipe pile is settled by the load of the embankment It is possible to suppress the generation of gap pressure and the occurrence of deflativity due to dissipation.

It will be understood by those skilled in the art that the foregoing description of the present invention is for illustrative purposes only and that those of ordinary skill in the art can readily understand that various changes and modifications may be made without departing from the spirit or essential characteristics of the present invention. will be. It is therefore to be understood that the above-described embodiments are illustrative in all aspects and not restrictive. For example, each component described as a single entity may be distributed and implemented, and components described as being distributed may also be implemented in a combined form.

The scope of the present invention is defined by the appended claims rather than the detailed description and all changes or modifications derived from the meaning and scope of the claims and their equivalents are to be construed as being included within the scope of the present invention do.

100: Embedded structure formed by floating pile
110: Soft ground (Poor subsoil)
120, 120a to 120d: steel pipe pile (supporting pile)
130, 130a to 130d: Lattice girder
140: Floating pile
150: Tension material
160: Stiffener
170:
180: Upper structure (orbital bedrock)
141: hollow housing
142: upper cover
143: Head Shoe
151: Tensile fixing device
152: Tensile force introduction device

Claims (10)

First to fourth steel pipe piles 120a to 120d installed at four corners on the soft ground 110; The first to fourth steel pipe piles 120a to 120d are respectively installed at the upper end of the first to fourth steel pipe piles 120a to 120d between facing steel pipe piles in the first to fourth steel pipe piles 120a to 120d, 4 lattice girders 130a-130d; A plurality of floating piles 140 installed at the upper end of the first to fourth steel pipe piles 120a to 120d in a section defined by the first to fourth lattice girders 130a to 130d;
And a tension member 150 fastened to the floating pile 140 so as to introduce a tensional force along the through holes h1 and h2 respectively passing through the side surfaces of the floating pile 140,
A stiffener (160) laid on the exposed surface in a state where the floating pile (140) is fastened by the tension member (150); An embeddable body 170 laminated on the stiffener 160; And a superstructure (180) laminated on the embedding body (170)
The floating pile 140 has a rectangular parallelepiped hollow housing 141 having a hollow inside to utilize buoyancy. An upper cover 142 formed to be flat so that the stiffener 160 can be laid, as a lid of the hollow housing 141; And an end shoe 143 having a quadrangular pyramid shape extending from a lower portion of the hollow housing 141. The floating pile 140 is hollowed to use buoyancy,
The tension member 150 is tensioned and fixed to the first to fourth lattice girders 130a to 130d by the post tension method to suppress the occurrence of the interval maintenance and deformation of the lattice girder and the floating pile, The lowering of the steel pipe pile 120 to the lower part can be suppressed so that the consolidation promotion phenomenon that may occur upon settlement of the steel pipe pile 120 due to the embankment load and the generation of excessive pore water pressure and the occurrence of the unevenness due to the dissipation can be suppressed An embankment structure composed of floating piles on soft ground. delete delete The method according to claim 1,
The tensional material 150 is installed through the through holes h1 and h2 of the floating pile 140 and the floating pile 140 is not moved left or right or up and down by a post tension method Wherein the pile is formed by using a floating pile on a soft ground. The method according to claim 1,
Wherein the reinforcing material (160) is a geosynthetic fiber or a wire mesh, and the geosynthetic fiber is a geocomposite or geogrid. a) installing first to fourth steel pipe piles 120a to 120d at four corners on the soft ground 110;
b) installing first to fourth lattice girders (130a to 130d) on the soft ground between facing steel piles among the first to fourth steel pipe piles (120a to 120d);
c) installing a plurality of floating piles 140 in a section defined by the first to fourth lattice girders 130a to 130d;
d) connecting the strains (150) along respective through holes (h1, h2) passing through the side of the floating pile (140) and introducing a tensional force;
e) laying a stiffener (160) on the exposed surface of the floating pile (140) with the tension member (150) engaged; And
f) installing a clad body (170) and an upper structure (180) on the stiffener (160), wherein the floating pile (140) of step c) A hollow housing 141 having a rectangular parallelepiped shape; An upper cover 142 formed to be flat so that the stiffener 160 can be laid, as a lid of the hollow housing 141; And a tip end shoe 143 extending from a lower portion of the hollow housing 141,
In the step (d), the tension member 150 is tensioned and fixed to the first to fourth lattice girders 130a to 130d by the post-tensioning method so that the spacing between the lattice girder and the floating pile, And suppresses the settlement of the steel pipe pile 120 to the lower portion of the soft ground, thereby promoting the consolidation of the steel pipe pile 120 caused by the load of the embankment and the occurrence of excessive pore water pressure and the unbalance caused by the dissipation. A method of constructing an embankment structure using a floating pile on a soft ground to inhibit the occurrence of the embankment. delete delete The method according to claim 6,
The tension member 150 in the step d) is installed through the through holes h1 and h2 of the floating pile 140 and the floating pile 140 is pushed by the post tension Wherein the piles are fixed by being tensed so as not to move to a soft pile. The method according to claim 6,
Wherein the reinforcing material 160 of the step e) is a geosynthetic fiber or a wire mesh and the geosynthetic fiber is a geocomposite or geogrid. Construction method.

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