KR20140137571A

KR20140137571A - Grouting pile and method for reinforceing ground using thereof

Info

Publication number: KR20140137571A
Application number: KR20130058209A
Authority: KR
Inventors: 박민서
Original assignee: 박민서
Priority date: 2013-05-23
Filing date: 2013-05-23
Publication date: 2014-12-03

Abstract

The present invention relates to a grouting diffuser pile and a method for reinforcing a ground using the same, and is used as a ground reinforcement for structural stability of a building wall and a building to be constructed on the ground and a civil engineering structure for construction of a building and a civil engineering structure, It is intended to enable wide grouting and to integrate the pile and the ground in order to enhance the bearing capacity.
The grouting diffusion type pile according to the present invention includes a pile main body including a PHC or steel pipe having hollow inside and inserted into a pile hole in the ground; The pile body is disposed at a predetermined distance along the circumferential direction of the pile body and is disposed in a multi-stage manner at a predetermined distance along the longitudinal direction. The pile body is installed to protrude outwardly in the end surface of the pile body. And a nozzle for injecting the injection material into the ground by inserting the ground around the pile hole into which the pile main body is inserted and injecting the injection material into the ground. According to the present invention, there is provided a soil reinforcement method using a grouting diffusion pile, comprising: a first step of piercing a plurality of piles in the ground; A second step of moving the grouting diffusion pile 100 to the pierced pile through the first step; The grouting diffusion type pile is inserted into the pile hole through the second step and water and air are injected into the nozzle of the grouting diffusion type pile through the pouring means to expand the pile hole by the water and the air A third step of securing a grouting space; And a fourth step of pressurizing and injecting cement milk and air into the grouting space obtained through the third step after the completion of the third step to grout the periphery of the pile.

Description

[0001] GROOTIDING PILE AND METHOD FOR REINFORCING GROUND USING THEREOF [0002]

The present invention relates to a pile and a ground reinforcement method using the same, and more particularly, to a pile and a ground for constructing a civil structure, a retaining wall, a tunnel, an underground road, The present invention relates to a grouting diffusion type pile which can be used as a reinforcing material and which enables wide grouting in the ground and integrally combining the pile and the ground to enhance the grounding force and a ground reinforcement method using the same.

Generally, in the subterranean digging works of construction or civil engineering sites, excavation of the soil at a predetermined depth is carried out to prevent the surrounding soil from collapsing until the structure is formed. .

In the case of the earth retaining wall constructed in this way, it is necessary to prevent the collapse due to the earth pressure of the back soil so that the water from the back soil can flow into the inside of the construction site, It is especially demanded that the water treatment should be carried out so as to prevent the subsidence of the ground caused by the water. Accordingly, a conventional retention method has been developed. The conventional retention method includes an H-PILE method, a CIP method, a SWC method, a sheet file method, and a SLURRY WALL ) Construction method.

The CIP (CAST IN PLACE PILE) method is a kind of column drilling method that uses a boring machine or the like on the ground to perforate a hole with a predetermined diameter and inserts a reinforcing assembly or H- A reinforcing member such as a pile is inserted and then the remaining portion is filled with gravel and a filling material (for example, cement, concrete) is laid to form a retaining wall.

On the other hand, the foundation is being constructed to reinforce the ground before constructing a building or civil structure on the ground.

For this purpose, a method of inserting a PHC file (Pretensioned spun high strength concrete pile) and a steel pipe file, and a high-pressure spraying method (JSP) are used.

Since the retaining method and the ground reinforcement method according to the related art are usually a simple method of inserting a pile or a method of gravity or pressure injection of cement milk between a pile and a pile, a pile or a high- It is difficult to grout to the depth of the ground even if grouting is carried out due to weak synthesis, so that the collapse of the earth retaining wall, the ground, and the disintegration of the civil construction and the construction applied to the ground are caused. In the CIP method, The air gap is long and the construction cost is high.

Patent No. 10-0975562

SUMMARY OF THE INVENTION The present invention has been made to solve the above-mentioned problems, and it is an object of the present invention to provide an underground porthole for construction of buildings and civil engineering structures, a building to be built on the ground and a ground reinforcement for structural stability of civil engineering structures, The present invention is to provide a grouting diffusion pile and a ground reinforcement method using the grouting diffusion pile capable of reinforcing the grounding force by generating a shearing force by inserting the nozzle into the ground and synthesizing the pile and the ground integrally.

The grouting diffusion type pile according to the present invention includes a pile main body including a PHC or steel pipe having hollow inside and inserted into a pile hole in the ground; The pile body is disposed at a predetermined distance along the circumferential direction of the pile body and is disposed in a multi-stage manner at a predetermined distance along the longitudinal direction. The pile body is installed to protrude outwardly in the end surface of the pile body. And a nozzle for injecting the injection material into the ground by inserting the ground around the pile hole into which the pile main body is inserted and projecting to the outside of the pile main body by the injection pressure of the pile main body.

According to the present invention, there is provided a soil reinforcement method using a grouting diffusion pile, comprising: a first step of piercing a plurality of piles in the ground; A second step of drilling the grouting diffusion pile into the drilled pile through the first step; The grouting diffusion type pile is inserted into the pile hole through the second step and water and air are injected into the nozzle of the grouting diffusion type pile through the pouring means to expand the pile hole by the water and the air A third step of securing a grouting space; And a fourth step of pressurizing and injecting cement milk and air into the grouting space obtained through the third step after the completion of the third step to grout the periphery of the pile.

According to the grouting diffusion type pile and the ground reinforcement method using the grouting diffusion type pile according to the present invention, when the pile body such as the PHC and the steel pipe is inserted into the ground and the ground is grouted through the injection material such as cement milk, The injected material is injected into the pile hole and grouted to the depth of the ground. Therefore, the reinforcement strength of the reinforced body is maximized by the synthesis of the pile body and grouting, so that the ground can be firmly reinforced. As a result, If it is used as a temporary construction, it can provide a safe space by terraces. If it is used as a ground reinforcement facility, it is possible to stably construct buildings and civil structures on the ground. In particular, when used as an earth retaining wall, a retaining wall, a tunnel, an underground roadway (for press-fitting), pile bodies are connected to each other without a gap (in the case of a polygonal section other than a circle, pile bodies contact with a large area to be more effective) In this state, grouting is performed to strengthen the ground firmly and there is no need to install a separate reinforcing material between the piles as compared to CIP.

In addition, since the nozzle is inserted through the ground and protruded from the pile main body, shearing force is exerted to generate a greater grounding force along with the grouting, so that the ground can be firmly reinforced.

In addition, since the injection rod of the nozzle is inserted into the ground while being rotated by the blade, the grouting can be further widened so that the ground can be more firmly reinforced and thus the number of piles can be reduced. Thus, the air can be shortened, have.

In addition, a wide grouting space is ensured in the ground before grouting, and a wide area grouting is possible by cleaning the inside of the pile and the inside of the ground by an empty space. In addition, the ground can be reinforced more securely .

FIGS. 1A and 1B are front views of a grouting diffusion type pile according to the present invention,
1A is a view showing a PHC pile main body,
1B is a view of a steel pipe pile main body.
FIGS. 2A and 2B are plan views of a grouting diffusion type pile according to the present invention,
FIG. 2A is a construction example used as a temporary construction of a retaining wall,
2B is a construction example used as a ground reinforcement facility.
FIGS. 2c and 2d are diagrams showing an example in which the pile body applied to the grouting diffusion pile according to the present invention is octagonal. FIG.
3 is an exploded perspective view of a nozzle applied to a grouting diffusion pile according to the present invention.
4 is a sectional view of a nozzle installed on a grouting diffusion type pile according to the present invention.
FIG. 5 is an exemplary view illustrating application of a vortex forming portion to a spraying rod of a nozzle applied to a grouting diffusion pile according to the present invention. FIG.
6 is a view showing an example in which a guide portion and a spray rod of a nozzle applied to a grouting diffusion pile according to the present invention are separated.
FIGS. 7A and 7B are views showing examples of expansion and contraction of a spraying rod of a nozzle applied to a grouting diffusion pile according to the present invention; FIG.
Figure 8 is an illustration of a blade applied to a nozzle of a grouting diffusion pile according to the present invention.
9A and 9B are an exploded perspective view and a cross-sectional view, respectively, in which a jetting guide tube is applied to a nozzle of a grouting diffusion pile according to the present invention.
10 is an illustration of an injection means applied to a grouting diffuse pile according to the present invention;
FIG. 11 is an illustration showing application of a vortex forming part to an injection hose applied to grouting diffusion type pile injection means according to the present invention. FIG.
12 is a process diagram of a method of reinforcing a ground using a grouting diffusion pile according to the present invention.
13 to 17 are views showing a process according to a ground reinforcement method using a grouting diffusion type pile according to the present invention, respectively.

As shown in FIGS. 1A and 2B, the grouting diffusion type pile 100 according to the present invention is inserted and mounted in the thickness of the pile main body 10 and the pile main body 10, and is made of an injection material (water, air, cement milk, And a nozzle 20 for spraying the pellet body 10 onto the periphery of the pile body 10. Hereinafter, each component will be described in detail.

The inside of the pile body 10 is hollow, and PHC, steel pipe or the like can be used, and various cross-sections such as a circular shape and an octagonal shape are possible. In addition, two or more pile bodies 10 are connected in series in accordance with the depth of the pile hole 1, and as shown in the arc of FIG. 1A, at both ends in the longitudinal direction of the PHC pile body 10, The pile main bodies 10 are connected to each other through a connection socket 2. The connection socket 2 has two piles adjacent to both sides of the central partition wall 2a, A pile inserting portion into which the main body 1 is inserted is fitted to the pile inserting portion. The connection socket 2 is formed with a hole through which the inside and the outside communicate with the periphery of the partition wall 2a and welds the same through the hole to increase the coupling force between the pile body 10 and the connection socket 2. [

1B shows a pile main body 10 of a steel pipe in which the nozzle 20 is made compact to fit the thickness of the pile body 10 of the steel pipe, So that the cap 23 of the nozzle 20 can be screwed to the screw tab or welded. At this time, it is preferable that the pile main body 10 of the steel pipe is formed with a step for supporting the cap 23 so that the nozzle 20 is not released.

The nozzle 20 is mounted in the thickness of the pile body 10. When the pile body 10 is inserted into the pile hole 1 in the ground, the pile body 10 is prevented from interfering with the pile body 1 10.

The nozzle 20 is formed by injecting the injection material into the pile hole 1 and filling the void space of the pile hole 1 with the filler material but the void space of the pile hole 1 and the ground around the pile hole 1 To reinforce the soft ground firmly.

A plurality of nozzles 20 are mounted at regular intervals along the longitudinal direction of the pile body 10.

The nozzle 20 is mounted on the pile body 10 at a predetermined interval along the circumferential direction. The mounting position of the nozzle 20 varies depending on the application. As shown in FIG. 2A, the nozzle 20 can be installed to grout all the circumferential portions of the pile body 10 Or may be mounted to grout only a portion of the circumference of the pile body 10 as shown in FIG.

The number and position of the nozzles 20 are not limited to those shown in the drawings and can be variously changed.

As shown in FIGS. 3 and 4, the nozzle 20 includes a tubular housing 21 inserted and fixed in a nozzle hole formed so as to pass through the inside and the outside of the pile body 10, And a cap 23 coupled to one side of the housing 21 so as to prevent the spraying bar 22 from being released to the outside of the housing 21, do.

The housing 21 is fixed to the pile body 10 through a method of fixing the PHC pile main body 10 to the pile before the concrete is poured (a ring- And the inner surface of the opposite side of the cap 23 is connected to the cap 23 so that the spraying bar 22 is separated from the cap 23 Tapered.

The injection rod 22 is inserted into the housing 21 so as not to protrude from the inner circumferential surface and the outer circumferential surface of the pile main body 10 when the pile main body 10 is inserted into the housing 21, For example, a tubular guiding portion 22a which is formed to be smaller than the inner diameter of the housing 21 (outer diameter protruding into the housing 21) and receives the injection pressure of the injection material, And a jetting portion 22b having a tubular shape and having at least one jetting hole 22c formed in the guiding portion 22a at a cross sectional area smaller than that of the guiding portion 22a.

The guide portion 22a feeds the injection material to the inner flow path of the jetting portion 22b while advancing the spraying rod 22 to the outside of the pile body 10 by the injection pressure of the injection material, It is preferable that the hole has a flat cross-section and a hole having the same area as that of the flow passage of the jetting section 22b, but has a gradually decreasing internal hole facing the jetting section 22b.

The guide portion 22a may be provided with one or more injection holes so that some of the injection material is injected.

As the injection material flows into the flow path inside the jetting section 22 and flows in this way, the pressure is increased, and the injection material can be injected at a high pressure.

The spray hole 22c is formed at a position for spraying the injection material to the front side of the spray portion 22b and a position for spraying the injection material to the peripheral portion of the spray portion 22b. In the latter case, it is preferable that the injection hole 22c is formed in an inclined or screw-shaped cross-section so that the injection material is sprayed at a high pressure while forming a vortex.

In addition, the jetting portion 22b is preferably formed such that the tip portion thereof is sharpened in the form of a puncturing bit so as not to be quickly inserted and bent into the ground, or the outer diameter may be made smaller toward the tip portion, As shown in FIG. 5, a vortex guiding portion 22d (in the form of a groove or a jaw) is formed at the periphery, so that the injection material can be injected in a vortex shape.

The guiding portion 22a and the jetting portion 22b may be integrally manufactured and used, but the present invention is not limited thereto. 6, since the injection portions 22b-1 and 22b-2 having different sizes (length, diameter, and the like) can be assembled to the guiding portion 22a of one size, It is possible to inexpensively apply the spray rod 22 having an optimum size suitable for the cross-sectional size, the state of the ground, and the like. That is, only the spraying parts of various sizes are manufactured without manufacturing the spraying rods 22 of various sizes, and assembled to the guiding part 22a, the same function as the spraying rods 22 of various sizes can be exhibited.

In addition, as shown in Fig. 7A, the spraying rods 22 may be constructed so that two or more spraying portions 22b-3, 22-4 having different diameters can be stretched and telescopic. The jetting portions 22b-3 and 22b-4 are formed in a structure having a tapered end as shown in an arc, and are configured to be stretchable without being separated from each other.

7C shows an example in which a separation type of the guide portion 22a and the jetting portion 22b and a stretching type of the jetting portion 22b are combined and the guide portion 22a is provided with two or more jetting portions 22b- Telescopic type.

As shown in FIG. 1B, the stretchable nozzle 20 in the case of the pile body 10 of the steel pipe is very effective because the steel pipe is thinner than the PHC, so that when the single structure nozzle 20 is used, 22) is short and the effect is weak. That is, by constituting the stretchable nozzle 20, the projecting length of the injection rod can be made long, and a greater holding force can be exerted.

The cap 23 is screwed to the housing 21 so that the spray bar 22 is not separated from the housing 21 while the spray bar protrusion hole 23a is provided at the center It is a cylindrical structure. Also, the cap 23 may be provided with one or more spray holes 23b so that a part of the injection material is injected into the housing 21. That is, the injection material is sprayed to the inside of the ground by the spraying rod 22 and the injection material is sprayed to the place where the injection material can not be sprayed by the spraying rod 22 through the spraying hole 23b of the cap 23, There is an advantage of grouting by area.

Although the spraying portion 22b of the spraying rod 22 has been described so far as to protrude from the inside of the housing 21 and to be inserted through the ground, the spraying rod 22 can quickly penetrate and insert the ground, So that it can be projected and rotated to be injected. For example, as shown in FIG. 8, the guide portion 22a of the spraying bar 22 is formed in a cylindrical structure, and a plurality of blades 24 are formed radially in the inside thereof.

The blade 24 is formed radially around the inlet of the internal flow path of the jetting section 22b and is provided with an angle and an angle at which the jetting rod 22 can rotate at a high speed by the injection pressure of the injection means through the injection means, And the injection material is formed to be inclined downward toward the flow passage so as to smoothly flow into the flow passage of the jetting section 22b. As shown in the figure, the injection material is pumped by injection pressure to push the plurality of blades 24 to rotate the spraying rods 22, and after passing through the blades 24, And injected into the spraying rod 22.

As shown in FIGS. 9A and 9B, the nozzle 20 may be provided with a spray guide pipe 25 between the spray bar 22 and the housing 21.

The spraying guide pipe 25 is tubular with one side opened and the other side (injection means side) being closed and having a large number of injection guide holes 25a at the periphery thereof. The spraying pipe 22 is protrudingly inserted into the inside thereof, And the injection material injected into the housing 21 is injected into the spraying bar 22 through the injection guide hole 25a to project the spraying rod 22 or when the blade is applied So that the spraying rod 22 is projected and rotated.

The cap 23 is screwed to the injection guide pipe 25 and the housing 21 so that two screw portions can be screwed into the injection guide pipe 25, And the outer diameter of the housing 21 and the inner diameter of the housing 21 are different from each other.

When the injection guide tube 25 is applied, the blade 24 is not limited to the one shown in Figs. 9A and 9B and can be applied in various shapes.

The grouting diffusion type pile 100 according to the present invention is to grout the ground through the injection of the injection material and the deterioration of the grouting effect due to foreign matter (including slime) in the ground around the pile hole 1 and the pile hole 1 In order to prevent this, air and water are sprayed first to expand and clean the ground, and then air and cement milk are sprayed to grout. That is, in the present invention, the injection material is composed of a first injection material composed of air and water, and a second injection material composed of air and cement milk.

As shown in FIG. 10, the injection means 200 for injecting the injection material includes tanks 210, 220 and 230 for storing water, air and cement milk, water, air and cement milk stored in the tanks 210, 220 and 230, respectively The supply hoses 211, 221 and 231 (including the pump and the check valve), the injection hose 240 for injecting the water and the air and the cement milk supplied from the supply hoses 211, 221 and 231 and the injection hole 241 for the injection hose 240 And upper and lower packers (250, 260) for packing the injection material to be injected into the nozzle (20).

The air can be configured to use the air supply hose 221 alone and the supply hoses 211 and 231 of water and cement milk can be selectively connected to one main supply hose 232 to selectively inject water or cement milk have. Water or cement milk is supplied to the main supply hose 232 by selectively opening and closing the valves 211a and 231a by applying valves 211a and 231a to the supply hoses 211 and 231 of water and cement milk respectively. In this case, there is an advantage that the main supply hose 232 can be prevented from being clogged by washing the cement milk when the water is injected.

In the drawing, the air supply hose 221 and the cement milk supply hose 231 are shown as having a double structure, and the air and the cement milk are mixed and injected together in the injection hose 240. Of course, the air supply hose 221 and the cement milk supply hose 231 are not limited to a double structure.

The water supply hose 211 can be used solely in connection with the injection hose 240 and can be applied to the cement milk supply hose 231 or the air supply hose 221 in a double structure.

On the other hand, the ball valve 222 can be applied to prevent the backflow of the air supply hose 221 and smooth air supply when supplying air. The ball valve 222 is in the form of a ball provided with, for example, a cross-shaped air injection hole 222a through which air passes. Since the ball valve 222 rotates by the jetting pressure of the air, the air injection hole 222a, The air is sprayed only while the ball valve 222 and the air injection hole 222a are communicated with each other. Since the air is not sprayed during the time when the ball valve 222 and the air injection hole 222a are in communication with each other, the air can be supplied at a high pressure, have. It is preferable that the ball valve 222 is rotated in only one direction without rotating in the forward direction (360 degrees) such that the air injection period is constant. The ball valve 222 may be formed so as to be inclined at one side of the air injection hole 222a or at the outer circumferential surface of the ball valve 222 so as to smoothly rotate by the jet pressure of the air without any additional power.

The injection hose 240 is tubular and has at least one injection hole 241 for injecting the injection material (air, water or air and cement milk) supplied from the supply hoses 211, 221 and 231.

As shown in FIG. 11, the injection hose 240 can rapidly inject the injection material by forming one or more vortex-forming blades 242 so that the injection material is injected into the nozzle 20 while forming a vortex.

The vortex-forming vane 242 is rotatably mounted on the periphery of the injection hose 240 so that the injection material can be injected more rapidly while being rotated by the injection material.

Of course, it is also possible for the vortex forming vane 242 to be formed in the form of a screw in the injection hose 240.

The upper and lower packers 250 and 260 are respectively disposed on the upper and lower portions of the injection hose 240 and are contracted in expansion or contraction with a fluid (air or the like) being supplied thereto to tightly close the inside of the pile body, thereby sealing the vicinity of the injection hole 241. The configuration for supplying and recovering the fluid to the upper and lower packers 250 and 260 is well known, and a detailed description thereof will be omitted.

Hereinafter, a ground reinforcement method using a grouting diffusion pile according to the present invention will be described with reference to FIG.

1. Punched holes.

A plurality of pile holes 1 for constructing the grouting diffusion type pile 100 are drilled using a known punching machine (see FIG. 13). The pile hole (1) can be drilled to the bedrock or it can be drilled only up to the soil layer before the bedrock. In general, the pile hole 1 is pierced to the rock layer so that the pile is inserted into the rock layer to support the rock layer. However, since the grouting diffusion type pile 100 exhibits a great bearing capacity, the grouting diffusion type pile 100 ) To the rock layer.

2. Grouting diffusion type pile insertion.

Grouting diffusion type piles 100 are inserted into all the pile holes 1, respectively. At this time, since the nozzle 20 of the grouting diffusion type pile 100 does not protrude outside in the cross-section of the pile body 10, it intervenes without interference (see FIG. 14).

3. Pile expansion.

The grouting diffusion type pile 100 is inserted into all the pile holes 1 and grouting is performed. In the present invention, the ground in the pile hole 1 and around the pile hole 1 before the grouting is formed by the following method Thereby forming an optimum grouting condition.

The air and water (connected with the injection hose 211 of the water to the main injection hose 232) are injected into the pile hole 1 at a certain pressure so that the slime remaining in the pile hole 1, Clay and the like are ejected to the ground and cleaned, and the ground is forcibly pressurized to enlarge the space for grouting in the ground.

First, as shown in FIG. 15, the injection hose 240 of the injection means is inserted so as to correspond to the nozzles 20 at the lowermost part, and then the upper and lower packers 250 and 260 are expanded to seal them. In this state, air and water are injected Air and water are injected into the nozzle 20 and the spraying rod 22 of the nozzle 20 protrudes toward the ground by the injection pressure so as to penetrate the ground and insert air and water through the spraying rod 22 So that the inside of the pile hole 1 and the clay in the ground are ejected out of the pile hole 1 and the ground is pressurized to secure a wide space for grouting in the ground.

4. Grouting.

After securing the grouting space in the ground through the entire process, air and cement milk (connecting the supply hose 231 of the cement milk to the main supply hose 232) is injected to grout the ground (refer to FIG. 16).

When the spray rod 22 is of a rotary type (using a blade), the rotation of the spray rod 22 penetrates not only the space expanded by the water and the air but also the surrounding ground by the rotation of the spray rod 22, so that wide grouting is performed.

Through the above steps, grouting is performed on the bottom of the pile 1, and the above-described process (pile expansion-grouting) is raised stepwise (pile diffusion and grouting are performed at the position of the multi- The entire area of the pile hole 1 is expanded and grouted.

5. GROOVING IN GROUND INSERTION OF DIFFUSION PILE.

When the outer grouting is completed through the entire process, a reinforcing bar is inserted into the grouting diffusion type pile 100 and a grouting material (cement milk, etc.) is filled from the bottom by inserting a tremy pipe or the like, (See Fig. 17).

The present process is not necessarily applied, but may be applied according to need, that is, the inside of the pile main body 10 may be constructed in a pored state, or the inside of the pile main body 10 may be grouted.

This completes the ground reinforcement method using the grouting diffusion type pile according to the present invention.

The present invention can be used not only as a ground reinforcement but also as an earth retaining wall. After completion of the above-described process, a soil wall is constructed and a building or civil engineering structure is toughened inside to construct a safe space from collapse. Construction can be done.

Although the pile 100 has been illustrated as being constructed vertically in the ground up to now, the present invention is also applicable to an underground car structure or tunnel structure to be horizontally installed.

1: pile balls,
10: pile body, 20: nozzle
21: housing, 22:
23: cap, 24: blade
200: injection means, 210, 220, 230: tank
211, 221, 231: Supply hose, 240: Injection hose
250,260: upper and lower packers,

Claims

A pile main body 10 including a PHC or steel pipe having a hollow inside and inserted into a pile hole in the ground;
The pile body is disposed at a predetermined distance along the circumferential direction of the pile body and is disposed in a multi-stage manner at a predetermined distance along the longitudinal direction. The pile body is installed to protrude outwardly in the end surface of the pile body. And a nozzle (20) protruding to the outside of the pile body by an injection pressure to penetrate the ground around the pile cavity into which the pile body is inserted and inject the injected material into the ground. pile.

[2] The apparatus according to claim 1, wherein the nozzle comprises: a tubular housing (21) inserted and fixed in a nozzle hole formed to penetrate the inside and the outside of the pile main body and having both open sides; And a cap (23) coupled to one side of the housing, wherein the injection rod is formed to be smaller than an inner diameter of the housing, and a tubular guide part (22a) receiving the injection pressure of the injection material And a jetting part (22b) having a tubular shape and having at least one jetting hole connected to the guiding part so as to be extended or detachable at a smaller cross sectional area than the guiding part.

3. The method according to claim 2, wherein the injection rod comprises a plurality of blades (24) formed inside the guide portion, and is inserted into the ground while being rotated while being pushed through the blades when the injection material is injected. Type pile.

The grouting-diffusion-type pile according to claim 2 or 3, wherein the injection rods are made of two or more diameters different from each other and extendable and contractible in a telescopic type.

The grouting diffusion pile according to claim 2 or 3, wherein the injection hole of the injection part is formed to be inclined so that the injection material is injected while forming vortex.

[5] The injection apparatus according to claim 2, wherein the injection hole is formed in a tubular shape having an injection guide hole at a periphery thereof with one side thereof being opened, the injection rod being protrudingly inserted into the interior of the tubular shape and being inserted and fixed in the housing, And a jetting guide pipe for allowing the jetting pipe to be injected into the spraying rod through the spraying pipe.

[2] The apparatus according to claim 1, further comprising injection means for injecting an expanding injection material or a grouting injection material into the nozzle through the inside of the pile body,
The injection means includes a tank for storing water, air and cement milk, a supply hose connected to the tank for supplying water, air and cement milk, water, air and cement milk supplied from the supply hose And an upper and lower packers which are mounted on upper and lower portions of the injection hole of the injection hose, respectively, hermetically sealed in the pile body by being expanded or contracted by receiving fluid, thereby sealing the periphery of the injection hole, Wherein a vortex forming blade (242) is included to inject the injected material into the nozzle while forming a vortex in the portion of the grouting diffusion pile.

The air conditioner according to claim 7, further comprising: a ball-shaped ball having an air injection hole (222a) penetrating both sides thereof and being rotatably mounted on the path of the air supply hose so as to be rotatable by a supply pressure of air, And a ball valve (222) supplied through repetition of supply and shut-off of the grouting diffusion pile.

A first step of drilling a plurality of piles into the ground;
A second step of inserting the grouting diffusion pile according to claim 1 into the pierced pier through the first step;
The grouting diffusion type pile is inserted into the pile hole through the second step and water and air are injected into the nozzle of the grouting diffusion type pile through the pouring means to expand the pile hole by the water and the air A third step of securing a grouting space;
And a fourth step of pressurizing and injecting cement milk and air into the grouting space obtained through the third step after the completion of the third step to grout the periphery of the pile cavity. Reinforcement method.

[12] The method according to claim 9, wherein the step of securing the grouting space through the third step and grouting the grouting space through the fourth step is performed stepwise from the bottom of the pile to the position of the nozzle And the grouting of the pile hole is performed by using the grouting diffusion type pile.