KR101756639B1

KR101756639B1 - The pile foundation construction method

Info

Publication number: KR101756639B1
Application number: KR1020150184166A
Authority: KR
Inventors: 송기용
Original assignee: 더소일 주식회사
Priority date: 2015-12-22
Filing date: 2015-12-22
Publication date: 2017-07-17
Also published as: KR20170074642A

Abstract

The present invention relates to a pile foundation construction method, and more particularly, to a pile foundation construction method comprising the steps of: (a) measuring a position where a pile foundation is to be installed on a ground; (b) A hammer drill for rock excavation is installed on a drilling rig consisting of a guide rail extended to have a predetermined height and a rotary drive device for rotating a drill coupled to the guide rail, (C) installing an excavating drill capable of expanding the diameter of a hole to be drilled after removing a hammer drill for rock excavation installed in the excavation equipment when a soil layer passes through the surface layer; and ) The excavation drill of the step (c) is moved in the vertical direction to the hole excavated in the step (b) (E) separating the excavated drilling slurry and the excavated drilling slurry to form a gelled slurry, the excavated drill slurry being excavated so as to reach the support layer, And (f) curing after the step (e). The present invention also provides a method for manufacturing a semiconductor device, comprising the steps of:
The present invention is advantageous in that excavation rate can be reduced and excavation time can be reduced by excavating different excavation files according to the type of ground. That is, according to the present invention, when the surface layer is hard, the surface layer can be directly excavated without having to remove the surface layer, so that it is possible to secure the work space and reduce the excavation ratio and excavation time.

Description

[0001] The pile foundation construction method [

The present invention relates to a pile foundation construction method capable of effectively forming a pile foundation on a ground having a hard surface layer.

In general, when building a high-rise building or a reinforced concrete structure, the foundation is constructed by putting a PHC file or an H-type beam on the ground in order to secure the foundations, and the construction of the above- It is a very important construction for building structures. As a method of constructing the above-mentioned file, a piling method and an excavation method have been introduced.

The method of casting electrons is a method in which a hammer of a weight is lifted by using a hoisting rope installed on a vertically installed leader on a crawler traveling device, So that the pile is poured into the ground while the hammer is raised and lowered. In the latter excavation method, a screw file mounted on a file connection part is rotated to excavate the ground to form a pile hole, and then the screw file is reversed to be pulled out from the excavated pile and inserted into the pile .

Among these two methods, the electron piling method is widely used as an excavation construction method because noise generation is severe and dust is generated and the working environment is deteriorated. However, since these excavation methods are simply excavated by attaching screw files to excavation equipment, excavation is often impossible when the surface layer of the ground is a hard layer like a gravel layer. Therefore, it is necessary to construct a file after a hard surface layer is formed. There is a problem that a work space for constructing the work is not provided. In order to solve this problem, there are many cases where a hammer drill for rock excavation such as T-4 is installed in an excavation equipment and excavation is often performed. In this case, there is a problem that a construction cost and a construction period are required.

Korean Patent No. 10-1441929

SUMMARY OF THE INVENTION The present invention has been made in order to solve the above-mentioned problems, and it is an object of the present invention to shorten the excavation rate and excavation period by excavating the ground using different excavation drill coupled to the excavation equipment In addition, it is possible to form a bulb having a shape capable of maximizing the bearing capacity of the soil layer beyond the surface layer, thereby reducing the number of piles for strengthening the ground, and allowing the grouting to be performed simultaneously with excavation. To minimize pile foundation construction method.

(A) measuring a position at which the pile foundation is to be installed on the ground; (b) extending the drive body (1) and the drive body (1) And a rotary drive device for rotating a drill coupled to the guide rail, the drill being provided with a hammer drill for rock excavation to excavate a surface layer of a hard layer such as a gravel layer And (c) installing a drilling drill capable of expanding the diameter of the hole to be drilled after removing the hammer drill for rock excavation installed in the excavation equipment when the soil layer passes through the surface layer; (d) The excavating drill is rotated in such a manner that the excavating drill is moved in a direction perpendicular to the hole excavated in the step (b) (E) injecting the excavated drill into the hole formed in the upper part of the bulb made in step (d) so as to make the inside of the excavated hole into a gel state, And (f) curing after the step (e). The pile foundation construction method according to claim 1,

The present invention has the following effects.

First, the present invention is advantageous in that the excavation rate can be reduced as well as the excavation ratio can be reduced by excavating different excavation files depending on the type of the ground. That is, according to the present invention, when the surface layer is hard, the hard layer can be directly excavated without needing to remove the surface layer, so that the work space can be easily secured and the excavation ratio and excavation time can be reduced.

Second, since the present invention can form a bulb having a shape capable of securing the maximum supporting force, the number of files for strengthening the ground can be reduced. That is, since the number of files for reinforcing the ground can be reduced, the construction cost and the construction period for reinforcing the ground can be drastically reduced.

Thirdly, the present invention does not require a slime removing process because there is almost no slime generated at the time of excavation, and the grouting solution is mixed with the gravel so that the material for grouting at the time of excavation is small and the construction period and the construction cost of the pile can be saved .

1 is a flowchart showing a method of constructing a pile foundation according to the present invention.
2 to 5 are views showing a method of constructing a pile foundation according to the present invention.
6 is a view showing the drilling drill being coupled to the drilling rig.
7 is a view showing that the soil layer is excavated by an excavating drill.

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Hereinafter, a method of constructing a pile foundation according to the present invention will be described in detail with reference to the accompanying drawings.

FIG. 1 is a flowchart showing a pile foundation construction method according to the present invention, and FIGS. 2 to 5 are views showing a pile foundation construction method according to the present invention.

Fig. 6 is a view showing that a drilling drill is coupled to the drilling rig, and Fig. 7 is a view showing that the soil layer is drilled by the drilling drill.

The present invention relates to a pile foundation construction method, and more particularly, to a pile foundation construction method comprising the steps of: (a) measuring a position where a pile foundation is to be installed on a ground; (b) And a rotation drive device (4) for rotating a drill coupled to the guide rail (2) by moving along the guide rail (2). The hammer drill 20) is installed to excavate a surface layer made of a hard layer such as a gravel layer, and (c) when the soil layer passes through the surface layer, the hammer drill 20 for rock excavation installed in the excavation equipment is removed, (D) installing the excavating drill (21) so that the excavating drill (21) of the step (c) is moved in the vertical direction to the hole excavated in the step (b) (4) The grouting solution is discharged through a hole in the lower portion of the drilling drill 21 to be mixed with the gravel to be agitated during the excavation to make the inside of the drilled hole into a gel state, And (e) disposing the surface layer so that the upper end of the bulb made in the step (d) is exposed, and (f) curing after the step (e).

According to the present invention, there is provided a drilling drill for a drilling rig coupled to an excavation equipment in accordance with the type of the ground as well as a work space can be ensured without removing the surface layer even if there is a hard surface layer, The present invention relates to a pile foundation construction method for minimizing a process for making a foundation by excavating a foundation by using different types of piles to reduce the excavation ratio and excavation period and to perform grouting simultaneously with excavation.

Among these two methods, the electron piling method is widely used as an excavation construction method because noise generation is severe and dust is generated and the working environment is deteriorated. However, because these excavation methods are simply excavated by attaching screw files to excavation equipment, excavation is often impossible if the surface layer of the ground has a hard layer like a gravel layer. In order to solve this problem, when a hammer drill for rock excavation such as T-4 is installed in an excavation equipment and excavation is performed, a lot of construction cost and construction time are required, which wastes a construction cost.

The present invention is advantageous in that excavation rate can be reduced and excavation time can be reduced by excavating different excavation files according to the type of ground. That is, according to the present invention, when the surface layer is hard, the hard layer can be directly excavated without needing to remove the surface layer, so that the work space can be easily secured and the excavation ratio and excavation time can be reduced. In addition, the present invention can form a bulb having a shape capable of securing a maximum supporting force, so that the number of files for strengthening the ground can be reduced. That is, since the number of files for reinforcing the ground can be reduced, the construction cost and the construction period for reinforcing the ground can be drastically reduced. In addition, since the present invention does not require a slime removal process because there is almost no slime generated during excavation, the grouting solution is mixed with the gravel to reduce the grouting material during excavation, thereby saving the construction period and the construction cost of the pile .

(a) is a step of measuring the position where the pile foundation is to be constructed on the ground. That is, step (a) is a step of accurately measuring the location where the pile foundation is to be installed so that the foundation of the pile can be accurately installed on the ground where the pile foundation is constructed.

Step (b) is a step of excavating the surface layer when the surface layer of the pile foundation is to be applied. In detail, step (b) includes a guide rail 2 extending along the height direction of the drive main body 1 and the drive main body 1 and having a predetermined height, and the guide rail 2 moving along the guide rail 2 A hammer drill 20 for rock excavation is installed on an excavation equipment constituted by a rotary drive device 4 for rotating a combined drill to excavate a surface layer made of a hard layer such as a gravel layer.

The drilling rig 10 includes a guide rail 2 extending along the height direction of the drive main body 1 and a predetermined height and a guide rail 2 extending along the guide rail 2, And a rotation driving device 4 for rotating the drill.

The hammer drill 20 for rock excavation is a drill whose one end is coupled to the rotary drive device 4 to excavate the surface layer. The hammer drill 20 for rock excavation can be a variety of drills, such as a gravel layer, which can be drilled through a rigid layer such as a gravel layer. For example, T-4 can be used.

Step (c) is a step of modifying the drill coupled to the drilling rig when the soil layer appears over the hard surface layer. More specifically, in the step (c), when the soil layer passes through the surface layer, a drilling drill 21 is installed to remove the hammer drill 20 for rock excavation installed in the excavation equipment and then expand the diameter of the hole to be drilled.

The excavation drill 21 is a drill capable of easily excavating the soil layer, and various drills can be used. For example, a center pipe 110, a small agitation part 120 and a grouting solution jet opening (not shown) 130, and an expanding agitator 140. The center pipe 110 is configured such that one end thereof is coupled to the rotation drive device 4 and rotated as the rotation drive device 4 is rotated. The inner space of the central pipe 110 is a space through which the grouting solution injected from the outside flows. The small stirrer 120 is coupled to the outer periphery of the lower portion of the center pipe 110 and is configured to stir the surrounding tolays according to the rotation of the center pipe. The small stirrer 120 may be formed in various shapes as long as it can be coupled to the outer periphery of the lower portion of the center pipe 110 and stir the surrounding soil layer. For example, the small stirrer 120 may be formed as a screw-shaped blade. The grouting solution jetting port 130 is formed in the lower outer periphery of the center pipe 110, and is a hole through which the grouting solution coming in through the center pipe is discharged to the drilling hole. The enlarged stirring portion 140 is formed on the outer periphery of the upper portion of the center pipe 110 and has a plurality of blades having a shorter length from the upper portion to the lower portion. The enlarged agitator 140 has a structure in which the upper portion of the bulb formed in the soil layer is formed larger than the lower portion. The small agitating part 120 and the enlarged agitating part 140 are closely adhered to the center pipe 110 when passing through the hole excavated in the step (b), and are passed through the hole and then joined to the center pipe .

(d) is a step of excavating the soil layer to reinforce the supporting force of the ground in the soil layer, and making the excavated hole into a gel state. The drilling operation of the excavating drill 21 is performed by moving the excavating drill 21 of the step (c) in the vertical direction to the hole drilled in the step (b) The grouting solution is discharged through a hole in the lower part of the excavation drill 21 to be mixed with the gravel to be agitated during excavation to make the inside of the excavated hole into a gel state. In the step (d) in which the excavation drill 21 is constituted by the center pipe 110, the small agitation part 120, the grouting solution injection port 130 and the enlarged agitation part 140, the excavation drill 21 is rotated The grouting solution is injected through the grouting solution injection opening 130 and mixed with the gravels disturbed by the small agitation portion 120 and the enlarged agitation portion 140 to make the inside of the excavated hole into a gel state And the bulb shape is formed by enlarging the hole size of the portion where the enlarged stirring portion 140 is present. The small agitating part 120 and the enlarged agitating part 140 are in close contact with the center pipe 110 when passing through the hole excavated in step (b), and after passing through the hole excavated in step (b) And can be unfolded to facilitate excavation in step (d).

The excavation drill 21 is formed such that the hollow is placed in a straight line and the grouting portion 30 is coupled to one side of the rotation driving device 4 to pump the grouting solution into the excavation drill. The grouting part 30 is connected to one side of the rotation driving device 4 and the grouting pipe 31 is coupled to one side so that the grouting solution is guided through the grouting pipe 31, (Not shown). The grouting portion 30 may cause the grouting solution to be injected into the excavation hole when excavating the ground, so that the excavated soil and the grouting solution may be mixed to form a gel state. The grouting pipe (31) is provided with a pressure gauge on one side to adjust the pressure of the grouting liquid to be injected.

Step (e) is a step of disposing a hard surface layer. That is, step (e) is a step of disposing the surface layer so that the top of the bulb made in step (d) is exposed.

(f) curing after step (e). That is, it is a step of curing for a certain time so that the mixed materials in the gel state are integrated. Curing should be cured according to site specifications.

Although the preferred embodiments of the pile foundation construction method according to the present invention have been described above, the present invention is not limited to the technical idea and the construction and operation of the pile foundation construction method. The scope of the technical idea of the present invention is not limited to the description with reference to the drawings or the drawings. It will also be appreciated by those skilled in the art that the concepts and embodiments of the invention set forth herein may be used as a basis for modifying or designing other structures for carrying out the same purposes of the present invention It will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the spirit and scope of the present invention as defined by the appended claims and their equivalents. And various changes, substitutions, and alterations can be made without departing from the scope of the invention.

1: drive body 2: guide rail
4: rotation drive device 5: rotating body
10: Excavation equipment
20: Hammer drill 21: Drill drill
30: grouting portion
31: grouting pipe 32: grouting pumping machine
110: Main pipe 120: Mini stirrer
130: grouting liquid jetting port 140:

Claims

(a) measuring the location where the pile foundation is to be constructed on the ground;
(b) a guide rail (2) extending along the height direction of the drive body (1) and the drive body (1) and having a predetermined height, and a drill Drilling a rock layer with a hammer drill (20) for excavating a surface layer made of a hard layer such as a gravel layer;
(c) installing an excavating drill (21) capable of expanding the diameter of the hole to be drilled after removing the hammer drill (20) for rock excavation installed in the excavation equipment when the soil layer appears over the surface layer;
(d) The excavating drill 21 is rotated in such a manner that the excavating drill 21 in the step (c) drives the rotation driving device 4 while moving in the vertical direction to the hole excavated in the step (b) The grouting solution is discharged through the hole in the lower part of the excavation drill 21 to be mixed with the soil to be stirred at the time of excavation to make the interior of the excavated hole into a gel state;
(e) disposing the surface layer so that the top of the bulb made in step (d) is exposed; And
(f) curing after the step (e)
The excavation drill (21)
A small agitating portion 120 formed on the outer periphery of the lower portion of the main pipe 110 and a grouting solution jetting port 130 and an outer periphery of the upper portion of the main pipe 110, And a plurality of enlarged stirring parts 140 formed to be shorter in length from the upper part to the lower part,
In the step (d)
The grouting solution is injected through the grouting solution injection opening 130 so as to be mixed with the gravel disturbed by the small agitation portion 120 and the enlarged agitation portion 140 so that the excavated drill 21 is excavated to reach the support layer, The inside of the hole is made into a gel state, but the hole size of the portion having the enlarged stirring portion 140 is enlarged,
The small agitating part 120 and the enlarged agitating part 140 are in close contact with the center pipe 110 when passing through the hole excavated in step (b), and after passing through the hole excavated in step (b) And piercing the pile foundation.

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