KR100415809B1 - precast pile for braced wall and the method using the same - Google Patents

Abstract

A precast pile for mud walls and a method for constructing mud walls using the same, which is a hollow, grouting injection hole, sealing material injection hole and beam, so that the mud wall can be formed by the mud precast pile itself without using a separate device for forming the barrier wall. Provide precast piles for mudstones including hook holes, and use them to form mud walls using mud precast piles and H-pile in case of rock foundations, and do not use H- PILE for soil layers. It provides a method for forming a barrier wall and a bogging device including an upper bolt, a lower bolt and a connecting iron plate that is easy to install the strip and the strut without the need for a separate welding operation.

Description

Precast pile for braking and construction method using the same {precast pile for braced wall and the method using the same}

The present invention relates to a precast pile for earth retaining and earth retaining construction method using the same. More specifically, since the construction of the wall and the order wall separately for the stiffness and the order effect in the conventional construction wall construction method, the construction process is complicated and requires a lot of work site, which solves the problem of increase in construction cost The construction process is simplified by using precast piles for the barrier wall which can simultaneously form the order walls, and the precast pile for the barrier that enables economic construction of the barrier wall while securing the necessary rigidity as the barrier wall and the construction of the barrier using the same It is about public law.

It is common to use the H pile and the wood earthen board for the earth block, but if there is an adjacent building such as the downtown area, it is necessary to prevent the displacement of the ground, and in particular, the ground loss due to the backsoil loss and the groundwater degradation due to the piping phenomenon. In order to prevent settlement, the formation of order walls is very important, and the aspect of geology (soil layer and rock layer) must be taken into consideration. Therefore, various and efficient soil barrier construction methods have been developed in consideration of these matters.

Such conventional soil barrier construction methods include H-PILE and earth plate method, CIP method, SCW method, sheet pile method and SLURRY WALL method.

First, the method using the H-PILE and the earth plate, as shown in Figure 1A H-PILE (1) is drilled in the ground to install the earthen board with a boring device and then inserted or directly put in the ground to drive, then proceed to break Between the installed H-PILE wood earthen board (2) sandwiched between the bars to form a wall, that is, because the soil has a lot of gaps, the order of reinforcement grouting (3) must be carried out for the order on the back of the soil. The H-PILE method has high soil plate stiffness, which causes high displacement of surrounding ground, and it is difficult to dismantle the earth plate when it is used for a long period of time. First of all, there is a problem that the construction period is long and additional cost is generated because additional work is required to form the order wall, and the CIP (CAST-IN PLACE PILE) method is a kind of casting type casting method as shown in Fig. 1B. A method of drilling a hole with a predetermined diameter, inserting reinforcing steel (4) or H-PILE (1) into the hole, filling the gravel, and injecting cement paste into the hole to form an earth block. It is possible to construct the earthen board, and it has the advantage that the rigidity is larger than the cross-sectional size, but it is impossible to overlap the construction, thereby preventing the leakage between the pile and the pile. There is the same problem as the method using the H-PILE and the earth plate, which requires the parallel wall forming process by a separate auxiliary grouting method, and the MIP (Mixed In Place Pile) and PIP (Pact In Place Pile) used in the field casting method. There is also the same problem in that the auxiliary order reinforcement grouting 3 is used.

The SCW (SOIL CEMENT WALL) method is a casting method for the casting process, as shown in Fig. 1C. After drilling the boring device (3-axis auger) to the planned depth, the injection material is formed into the input wall and the H-PILE is inserted into the stress material. As a method of forming the earthen fence, it is possible to form a continuous wall, which has the advantage of having rigidity and ordering effect at the same time. However, since the construction equipment is large, the work site must be very wide and the application length is uneconomical. The problem is that it is not easy to apply to the rock layers above the soft rock, so it is used only as an auxiliary method in the case of deep excavation below the rock layers. In the sheet pile method, as shown in FIG. As a method of forming soil barriers by continually entering the ground by helming with a helm, it has advantages of high rigidity and high degree of ordering effect. There is a problem that it is difficult to apply to the downtown area because the noise and vibration is very high by using the machine, and it is not easy to install the sheet pile precisely afterwards. The SLURRY WALL method uses bentonite as shown in FIG. Excavating the ground while maintaining the empty wall with the stabilizer, inserting the reinforcing bar, etc., recovering the stabilizer, and using the concrete as a retaining wall and permanent wall as an effective method to secure the order effect and the rigidity as the retaining wall. Skilled skills are needed, spacious workshops are required, and above all, the cost of construction is expensive.

Therefore, the present inventors can expect sufficient stiffness and ordering effect as a retaining wall without the need for a separate auxiliary ordering method, can be applied irrespective of geology, and is suitable for urban construction due to the low noise and vibration. In addition, we have developed precast piles for earthquakes that can be used to construct earthquakes economically, and construction methods for earthquakes using them.

An object of the present invention is possible to grout for the formation of the order wall using a precast pile for earthquake, without the need for a separate auxiliary order method, so it is not necessary to carry out work such as unnecessary drilling for auxiliary order reinforcement grouting and construction cost and air It is to provide a precast pile and a construction method using the same for the earthquake can be shortened.

Another object of the present invention by using a factory-made precast pile for the earthquake is easy to ensure the quality as a soil barrier, various and necessary rigidity can be easily secured to prevent soil deformation for a long time precast pile and It is to provide a construction method using the earth film.

Still another object of the present invention is to provide a bow hole and a support device for supporting a strip and struts installed in the excavation ground direction of the retaining block formed by the precast pile for retaining the soil, thereby providing the convenience of installing the strip and the strut. It is to provide a precast pile for the mud and mud construction method using the same.

Another object of the present invention can be used in rock layers and general soil layer difficult to drill by using the H- pile in part to precast piles for the mud can be constructed mud without affecting the geological and mud using the same It is to provide a construction method.

Figure 1a is a construction plane and cross-sectional view by the earth plate method using a conventional H pile.

Figure 1b is a construction plane and cross-sectional view by the conventional CIP (CAST-IN PLACE PILE) method.

Figure 1c is a construction plane and cross-sectional view by the conventional SCW (SOIL CEMENT WALL) method.

Figure 1d is a construction plane and cross-sectional view by a conventional sheet pile method.

FIG. 1E is a cross-sectional view of a construction by a conventional underground continuous wall method (SLURRY WALL).

Figures 2a, 2b, 2c and 2d is a perspective view, a cross-sectional view A-A cut, a detail of the grouting injection hole and a stopper of the stopper installed in the grouting injection hole of the precast pile for the mudstone which is an embodiment of the present invention.

Figures 3a, 3b and 3c is a perspective view of the precast pile for the mud formed with a boulder hole according to an embodiment of the present invention, a cross-sectional view and a state in which the boulder device is installed in the boulder hole.

4A, 4B, 4C, 4D, 4E, and 4F are a perspective view, a plan view, and a front view, respectively, of a retaining wall formed on soil and rock by a precast pile for a blocking film according to an embodiment of the present invention.

Figure 5 is a flow chart of the case of constructing the precast pile for earthquakes, which is an embodiment of the present invention on the soil ground.

Figure 6 is a construction sequence diagram when the construction of the precast pile for earthquakes, which is an embodiment of the present invention on the soil and rock ground.

7 is a state diagram at the time of extruding the grouting material by the grouting injection device installed in the hollow of the precast pile for earthquakes according to the embodiment of the present invention.

<Description of the symbols for the main parts of the drawings>

10: Precast pile body 11: Hollow

12: pile head stopper 20: grouting injection hole

30: Sealing injection hole 40: Hanger hole

50: Stopper 60: Hook hanger

61: upper bolt of the bobbin rack 62: lower bolt of the bobbin rack

63: connecting iron plate 100: precast pile

200: boring device 300: clay hole pile hole

310: steel pile hole 400: sealing material

500: grouting injection device 510: sealing material injection device 600,610: mud wall 700,710: water barrier

800: steel pile 810: sealing material injection pipe

In order to achieve the above object, the present invention provides a hollow, grouting injection hole, sealing material injection hole, pile head stopper, and the like so as to form the order wall through the precast pile for earthquake without using a device for forming a separate order wall. Provides precast piles for mudstones including boreholes, and uses them to form mud walls using precast piles and H-piles for rock foundations, and H-PILE for soil layers. It provides a method of forming a retaining wall without the upper and lower bolts, and a hook device comprising a connecting iron plate.

Hereinafter, preferred embodiments of the present invention will be described in detail with reference to FIGS.

[Precast piles for mud walls]

Precast pile 100 for the soil membrane of the present invention, as shown in Figure 2a, the precast pile body 10, the hollow 11 is formed; a plurality of grouting injection holes formed along the hollow surface; Sealing material injection hole 30; Borehole 40; A pile head stopper 12 and a stopper 50.

The precast pile body 10 is shown as a pile of circular cross section in which the hollow 11 is formed in FIG. 2A, but is not necessarily limited to the circular cross section, and the tip portion protrudes in a wedge shape so as to be easily typed on the ground. Preferably, ready-made products produced under constant quality control at the factory are used. In other words, by using factory-made RC (Reinforced Concrete) files, PC (Prestressed Concrete) files, or PHC (Pretensioned Spun High Strength Concrete) files, field casting methods such as conventional CIP method, S, C, W method, and underground continuous wall method are used. In addition, it is advantageous to construct a retaining wall that is easy to secure quality (it can select and use various rigidity files stably according to the site conditions), and unlike the site casting method, Processes that cause additional construction delays, such as assembly, installation, and curing of concrete, can be omitted, which can shorten the air and ultimately reduce construction costs.

The hollow 11 is a hole formed in the precast pile body 10 in the longitudinal direction except for the front end portion, and serves as a space into which the grouting injection device 500 is inserted as shown in FIG. While the grouting material injected by the grouting injection device is filled from the grouting injection hole 20 to be described later through the grouting injection hole has a function of receiving space, the diameter of the hollow can be changed according to the diameter of the pile body (10) .

Grouting injection hole 20 is, as can be seen in Figure 2a, is formed continuously in the longitudinal direction at a predetermined interval along the hollow surface of the pile body, is formed through the outer peripheral surface of the pile body from the hollow surface and 2 in Figure 2b Although a plurality of rows are formed continuously in the longitudinal direction, more than one row or three rows can be formed as long as the formation space permits. The formation direction of the grouting injection hole is shown in the right direction with respect to the center plane (S) across the hollow center of the pile body as shown in Figure 2b, but is formed to face in either direction regardless of the left direction. The reason for forming the grouting injection hole so as to face in the predetermined direction as described above is not only to form the order wall by the piling pile in the case of the present invention, it also functions as a retaining wall, so ground as shown in Figures 4a and 4d This is to prevent the grouting material from being extruded toward the excavation ground by installing a precast pile for the retaining wall so as to form the grouting injection hole direction in the opposite direction (C direction). Therefore, since no lining wall is formed on the unnecessary excavation ground, the grouting material can be saved, and further, the material is saved. Since it may be cumbersome to limit the positions of a plurality of precast piles for construction during construction, it is preferable to distinguish the direction in which grouting injection holes are formed in the piling head plug 12 by color or marking when manufacturing precast piles for construction. In addition, the pile head stopper 12 serves as a role of preventing foreign substances such as earth and sand when the precast pile is installed for the earthenware and acts as a protection role of the pile body when the pile is pressed or struck, and is installed on the head of the pile body.

Sealing material injection hole 30 is a hole that is formed continuously in the longitudinal direction of the pile body between the pile body and the hollow, as shown in Figure 2a, the view portion is to penetrate to the outer peripheral surface of the pile body slightly lower from the head to facilitate the injection of the sealing material The end portion is formed so as to penetrate through the outer peripheral surface of the pile body slightly upward from the tip portion so that the sealing material injected is filled between the perforated hole and the pile body as shown in (4) and (6) of FIG. In order to increase the efficiency of filling the sealing material, it is preferable to treat the end portion so that a plurality of branch pipes are formed around the tip portion, and the position of the view portion is preferably formed opposite to the grouting injection hole as shown in FIG. 2B. One sealing material injection hole is formed in 2a, but two or more are possible.

Bore hole 40 is a hole formed in a predetermined depth from the outer circumferential surface of the precast pile for earthenware, as shown in Figures 3a and 3b, there is a nut or female thread thread so that the boulder device 60 to be described later can be fastened The sleeve formed in the inner circumferential surface is inserted. The installation number and position can be suitably selected according to the depth and the width | variety in which the mudguard of this invention is formed. Since the bow holder 60 is composed of the upper 61 and the lower bolt 62, a plurality of bow hole 40 is also formed at regular intervals so that the upper and lower bolts can be fastened.

The hanger device 60 is configured to include an upper, lower bolt and a connecting iron plate. That is, as shown in Figure 3c, after the lower bolt 62 integrated with the U-shaped connecting plate 63 is fastened to the borehole formed in the outer surface of the precast pile inclined, the upper bolt 61 is precast pile By fastening at right angles to the U-shaped connecting steel plate, as shown in FIGS. 4A and 4D, a plurality of WALEs are continuously arranged on the upper bolts, and the struts have a predetermined distance to the bands. Since the strut supports the soil barrier formed on both sides of the excavated ground, it serves to prevent the deformation of the ground. As the excavation ground is dug from above, a plurality of installations are installed at a predetermined interval from the top, and finally, the internal structure is completed and dismantled. Conventionally, since the installation method and the process are complicated because the method of welding the hanger to the earthenware H-PILE is complicated, in the case of the present invention, the earthenware can be installed simply by screwing, so that the earthenware can be supported more quickly. There is an easy advantage.

The stopper 50 is inserted into and installed in the grouting injection hole 20 formed in the outer surface of the precast pile for retaining as shown in FIG. Figure 2d is shown in the shape of a circular plug formed with a protrusion to be firmly attached to the grouting injection hole, it may be changed according to the shape of the grouting injection hole. The stopper serves to prevent the sealing material and other foreign matters filled up from the bottom by the sealing material injection hole back to the hollow of the precast pile body, and after the sealing material is filled and cured, the grouting material to the outside through the grouting injection hole When extruded, they are separated by their extrusion pressure.

[Construction method of mud using precast pile for mud]

The construction method using the precast pile for the clogs can be divided into two embodiments. That is, according to the geological state of the excavated ground, whether it is the soil layer or whether the rock layer exists in the lower part, it is divided into Example 1 (in the case of the soil ground (A)) and Example 2 (the case of the rock layer (B) in the bottom of the soil ground) The biggest difference between Example 1 and Example 2 is that an additional H-pile is provided between the precast piles for the mudstone, so that the mud wall formed in the rock where the rock layer is present can be installed more firmly on the mud. The first and second embodiments will now be described in detail with reference to Figs.

① Example 1 (soil construction method if the soil is a soil layer)

Method for constructing the earthen using the precast pile for the earth retaining soil of the present invention in the soil ground, the first step of drilling a plurality of earthen pile holes 300 with a predetermined interval with the boring device (200); A second step of inserting and fixing the precast pile 100 for the masonry piling so that the grouting injection hole faces the opposite side C of the excavation ground; By injecting the sealing material using the sealing material injection device 510 through the sealing material injection hole of the precast pile 100 for earthing, between the perforated soil pile 300 and the precast pile 100 for earthing. A third step of injecting the sealing material 400; After curing the injected sealing material, the grouting injection device 500 is installed in the hollow of the precast pile inserted and fixed, and then by extruding the grouting material around the excavated hole, by the fixed precast pile A fourth step of forming the order wall 700 on the rear surface of the formed retaining wall 600 will be described with reference to FIG.

In the case of the soil ground, the hole 300 through which the boring precast pile 100 can be inserted into the boring device 200 (a screw auger is usually used) as shown in FIGS. A large number is formed at the site where the wall is to be formed at a predetermined interval (the distance between the centers of the holes is maintained depending on the geological condition and the diameter of the precast pile for the wall) (Fig. 5 (1) and (2) shows a case where one hole is typically drilled). At this time, the casing can be used for the self-supporting of the perforated hole.

Inserting the precast pile 100 for the mud precast pile 100 into the plurality of perforated holes using a lifting device (usually a crane) as shown in Fig. 5 (3) and the grouting injection hole 20 of the mud precast pile 100 is By installing to be formed on the opposite side of the excavation ground (C) to prevent the formation of unnecessary order walls on the ground excavation side can prevent the waste of grouting material, the precast pile 100 for mudstone is closed with a grout injection hole Since the foreign matter such as soil and sand when inserted into the hole does not penetrate into the precast pile 100 for the earth retainer, the sealing material does not penetrate into the pile even when the sealing material is injected.

At this time, by driving the head of the precast pile 100 for earthquake (for use with a vibrator hammer, etc.) or press-fitted with indentation equipment so that the precast pile 100 for earthquake can be securely fixed to the ground.

Between the perforated hole 300 and the precast pile 100 for the retaining wall, as shown in Fig. 5 (4), using the sealing material injection device 510, the pile member 300 and the perforated pile hole 300 and the pile Fill between (100). A mixture of cement and bentonite commonly used in the ground reinforcement grouting method is used, and the gap between the installed piles is filled to prevent the grouting material for the order from being ejected to the ground, and at the same time, the ground is homogenized.

When the sealing member 400 is cured, the grouting injection device 500 is opened as shown in (5) of FIG. The apparatus is generally used as a chemical liquid injection apparatus, and the grouting material is appropriately selected depending on geological state such as sodium silicate (WATER GLASS) or silica sol type, such as sandy soil or viscous soil. As the grouting injection method, a single packer method or a double packer method can be selected as shown in FIG. 7, and the use of a double packer method is advantageous in filling speed and efficiency.

When the grouting injection device is installed, the grouting material is extruded while gradually lifting the injection pipe of the grouting injection device from the lower end of the precast pile 100 for the earth retainer. The grouting material is extruded to the outside through the grouting injection hole of the precast pile 100 for the retaining wall by pressure. At this time, the stopper 50 blocking the grouting injection hole is separated by the extruded grouting material, and the order wall 700 is formed around the precast pile 100 for the mud, and the earth wall is formed around the precast pile 100 for the mud. 600 is completed as shown in FIG. 4A. 5 (6) shows a front view of the perforated hole, the order wall is formed to the left and right of the precast pile 100 for the screening block, but in practice, it is hardly formed toward the excavation ground as shown in FIG. 4A.

① Example 2 (soil barrier construction method when the rock layer is a soil layer formed on the bottom)

The method of constructing the mud using the precast pile for the mud membrane of the present invention on the soil ground in which the rock layer (weathered rock or more) is formed at the bottom (unlike Example 1, the mud precast pile for the mud membrane to the rock layer as shown in FIG. It should be indented up to a certain depth (0.5-1M), and there is a difference in installing the H-pile between precast piles for holding the mud so that there is no deformation of the mud wall when excavating the rock bed.) In the first step of drilling a plurality of steel pile holes 310, and inserting the steel pile 800, the sealing material injection pipe 810 is formed in the hole and then fixed; Between the steel piles, after drilling a plurality of piling pile holes 300 at a certain interval with a boring device, the grout precast pile 100 for grouting injection hole is the opposite side (C) of the excavation ground Inserting and fixing to face the second step; A third step of filling the sealing material 400 between the perforated steel pile holes and the steel pile by injecting a sealing material using the sealing material injection device 510 through the sealing material injection pipe formed in the steel pile; A fourth step of filling the sealing material 400 between the perforated piling pile hole and the precast piling pile by injecting a sealing material through the sealing material injection device 510 through the sealing material injection hole formed in the precast pile for the piling; ; After curing the sealing material 400 of the third and fourth stages, a grouting injection device is installed in the hollow of the precast pile inserted and fixed, and the grouting material is extruded around the precast pile for freezing. And a fifth step of forming the order wall 710 on the rear surface of the soil barrier 610 formed by the cast pile and the steel pile.

First, the boring device (the rock layer is formed, so T-4 boring device for rock drilling can be used.) The steel pile hole 310 is drilled at a predetermined interval in the portion to form the earth wall, and then steel pile ( 800, usually H-pile, is inserted and installed to the final depth as shown in Fig. 6 (1) to a certain depth (determined in consideration of the length of the steel pile) below the rock bed. The steel pile portion typed in the rock layer may be installed with a rock bolt or a shorttreat as shown in FIG. 4D to increase the fixing effect on the rock layer immediately upon excavation.

As shown in (2) of FIG. 6, the steel pile 800 uses a sealing material injection pipe (hose) formed to fill the gap between the steel pile hole and the steel pile with a sealing material to secure water-supply. The number and spacing of steel piles is determined based on geological conditions, order effects, and whether precast piles for masonry can be formed at regular intervals.

Between pre-installed steel piles, boring precast pile holes 300 for a certain interval using a boring device, as shown in Figs. 6 and 3, and then lifts the precast pile 100 for piling. Use the device to insert, press in or drive to fix. At this time, the installation direction of the precast pile for the retaining wall is the same as the first embodiment.

In the case of Example 2 perforated precast pile hole 300 for the rock wall layer to about 0.5-1M to insert and fix the precast pile 100 for the earth film in the perforated hole, but the rock layer is a water-based soil, so only in the soil ground This is for order grouting to be formed.

After installing the steel pile 800 and the precast pile 100 for the soil barrier as described above, using the sealing material injection device 510 to the sealing material injection pipe installed in the steel pile, the sealing material 400 to the steel pile holes and steel piles Filling in the same manner as shown in Fig. 6 (5) ensures the degree of ordering.

In addition, the sealing material injection device 510 is connected to the sealing material injection hole formed in the precast pile for earthenment to fill the sealing hole with the sealing material as shown in (6) of FIG. . When the pile is cured after the sealing material 400 is filled, the grouting material is installed on the precast pile for the mudstone as shown in (7) of the grouting material from below around the steel pile and the precast pile for the mudstone. Extruded to form the order wall 710 to complete the earth wall 610.

4A, 4B, and 4C are perspective views, plan views, and front views of the retaining wall 600 completed by the first embodiment, respectively. 4D, 4E and 4F.

When the earth walls 600 and 610 are completed as in Embodiments 1 and 2, the excavation ground is excavated from the top down using an excavator. At this time, a space by excavation is formed to support the earth walls facing each other. Since the earthen support device must be installed, a plurality of belts (WALE) are usually installed directly on the surface of the earthen wall facing each other, and a strut connecting the bands and the bands installed to face each other is used.

In general, the supporter for supporting the strip is welded to the surface of the soil wall H-PILE, but the construction is very complicated when welding every H-PILE pile.

Thus, as shown in Figure 4a and 4d in the precast pile surface for the retainer pre-installed the borehole with a built-in sleeve formed with a nut or female thread, and when the boulder device 60 is installed in the borehole, It is easy to put on the hanger device and install the strap quickly.

The present invention can be grouted for forming the barrier wall using precast piles and steel piles for earthquakes, without the need for a separate auxiliary construction method, so that unnecessary work, such as unnecessary drilling, is unnecessary by using an auxiliary ordering method. By using the factory-made precast piles, it is easy to secure the quality as a soil barrier, and it is possible to easily secure various and necessary stiffness to prevent soil deformation for a long time, and precast pile for soil barriers. Providing a boulder hole and a boulder device for supporting the strip and struts installed in the excavation ground direction formed by the excavation ground, thereby providing the ease of construction of the beam holder for supporting the strip, and partially using the H-pile. Can be used in rock and general soil layers where drilling is difficult It is possible to construct a retainer without being affected by the quality.

Claims (9)

A precast pile body 10 in which the hollow 11 is formed continuously in the longitudinal direction except for the front end portion; A plurality of grouting injection holes 20 passing through the outer surface and the hollow of the precast pile body at predetermined intervals along the hollow surface; A sealing material injection hole (30) formed continuously between the hollow and the outer surface of the precast pile body in the longitudinal direction except for the front end portion; And a grouting material injected by a grouting injection device inserted into and installed in the hollow to be extruded out of the precast pile body through the grouting injection hole. According to claim 1, wherein the forming direction of the grouting injection hole 20 is precast for the mud, characterized in that formed only one of the left, right relative to the longitudinal center surface (S) of the mud precast pile. pile. In claim 1, a grout 50 is further formed in the grouting injection hole, which is inserted from the outside of the precast pile body, so that when the grouting material is injected, the grouting material is extruded to the outside and separated. Cast piles. In claim 1, from the outer circumferential surface of the precast pile body 10, a plurality of borehole hole 40 is inserted into the plurality of boulder device is formed in the inner side, the borehole hole nut or female thread is formed on the inner surface A precast pile for mudstones, characterized in that the sleeve further formed on. [5] The precast pile for mud walls according to any one of claims 1, 3 and 4, wherein the precast pile body is a precast pile body manufactured like a RC file, a PC file or a PHC file. . A first step of drilling a plurality of piling holes 300 for the retaining wall at a predetermined interval with the boring device 200; A second step of inserting and fixing the precast pile 100 for the masonry piling so that the grouting injection hole faces the opposite side C of the excavation ground; By injecting the sealing material using the sealing material injection device 510 through the sealing material injection hole of the precast pile 100 for earthing, between the perforated soil pile 300 and the precast pile 100 for earthing. A third step of filling the sealing material 400; After curing the injected sealing material, the grouting injection device 500 is installed in the hollow of the precast pile inserted and fixed, and then by extruding the grouting material around the excavated hole, by the fixed precast pile A fourth step of forming the order wall 700 on the rear surface of the formed barrier wall 600; It includes, the earthwork pile construction method, characterized in that the ground perforated pile hole is earth and sand ground. A first step of drilling a plurality of steel pile holes 310 at a predetermined interval with the boring device 200 and then inserting and fixing the steel pile 800 having the sealing material injection pipe 810 into the holes; Between the steel piles, after drilling a plurality of piling pile holes 300 at a certain interval with a boring device, the grout precast pile 100 for grouting injection hole is the opposite side (C) of the excavation ground Inserting and fixing to face the second step; A third step of filling the sealing material 400 between the perforated steel pile holes and the steel pile by injecting a sealing material using the sealing material injection device 510 through the sealing material injection pipe formed in the steel pile; A fourth step of filling the sealing material 400 between the perforated piling pile hole and the precast piling pile by injecting a sealing material through the sealing material injection device 510 through the sealing material injection hole formed in the precast pile for the piling; ; After curing the sealing material 400 of the third and fourth stages, a grouting injection device is installed in the hollow of the precast pile inserted and fixed, and the grouting material is extruded around the precast pile for freezing. A fifth step of forming the order wall 710 on the rear surface of the soil barrier 610 formed by the cast pile and the steel pile; Including, the steel pile and the ground for the soil pile hole is bored soil construction method, characterized in that the soil layer formed on the bottom rock layer (B). The method according to claim 6 or 7, characterized in that a plurality of bore hole 40 is formed in which a plurality of WALE hook device 60 is inserted from the outer circumferential surface of the precast pile for the earth retainer Earthing construction method. The U-shaped support body of claim 8, wherein a sleeve or a nut having a female thread is formed on an inner surface of the bore hole, and a plurality of upper bolts 61 installed at right angles to the precast pile for retaining walls and the upper bolts. One end is connected to the connecting iron plate 63, the other end is a soil barrier, characterized in that the boulder device 60 including a lower bolt 62 is installed at a predetermined angle downward to the boulder hole Construction method.