KR20180082749A - Embankment support pile construction method with tube type pile and embankment support pile therewith - Google Patents

Abstract

The present invention relates to a construction method of an embankment support pile manufactured in a tube type and an embankment support pile constructed using the construction method, which can secure an arching effect when an embankment support pile, such as a backfill part of the rear side of a building, is constructed, and allow workers to rapidly construct an embankment support pile by a cast-in-place pile without using large-sized equipment. The construction method of an embankment support pile manufactured in a tube type comprises the steps of: (a) driving a tube-type penetrated casing in the ground in order to form a casing tube hole in a weak ground (G1) without excavation of a weak ground inside a tube-type space due to the shape of the penetrated casing; and (b) filling the casing tube hole with in-situ concrete to block up the casing tube hole.

Description

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method of constructing a pile for supporting a pile made of a tube and a pile for supporting the pile,

The present invention relates to a method for constructing a pile for supporting a embankment and a pile for supporting a embankment constructed using the same. More specifically, it is possible to secure the arching effect in constructing the piles for supporting the embankment, such as the backfill of the structure, and to support the embankment formed in the tubular shape, And a pile for supporting the embankment constructed using the method.

FIG. 1A is a view showing an installation structure of a conventional backfill support pile.

1A, the installation structure of the alternate backfill support pile is formed at a predetermined distance from the back surface of the shift 10 and has a predetermined distance and distance, and the lower portion thereof passes through the soft foundation layer 30 to form a rigid foundation 20, And an upper portion of which is supported by the support piles 50 and an uneven load of the embankment layer 40 which is installed at the upper end of the support piles 50 and is filled on the support piles 50 And a pile cap (60)

On top of the soft tissue layer 30 of the backfill (10)

Is characterized in that the lateral load of the embankment layer (40) to be filled is directly transferred to the rigid layer (20), thereby preventing the lateral flow of the fragile layer.

That is, when the pile cap 60 is installed at the upper end of the supporting piles 50, stress is generated in the embankment layer 40 formed on the upper part of the pile cap as shown by a dotted line. Arching phenomenon " (A).

An arching phenomenon A is generated in the embankment layer 40 so that the uneven load of the embankment layer 40 can be effectively transmitted to the supporting pile 50 through the pile cap 60. [

Therefore, the bottom of the alternate backfill is supported by a solid foundation layer 20 and the upper part of the support pile 50 is extended at a predetermined interval, and the upper part of the support pile 50 has a predetermined area The pile cap 60 is installed to directly transmit the uneven load of the embankment layer 40 to the hard layer 20 via the supporting pile 50 on the upper portion of the soft layer 30 of the alternate backfill, So as to prevent flow.

However, the conventional alternate backfill bearing pile is usually used PHC pile as an existing pile. However, since there is insufficient securing of peripheral friction, it may have some effect to prevent the lateral flow of the soft pile layer. However, There is a limit to doing this.

Also, the pile cap 60 uses the block-type pile cap 61. That is, it is prefabricated with concrete and is inserted into the upper end portion of each supporting pile 50 through the fitting groove 61a formed at the lower part thereof,

However, since a separate block type pile cap 61 must be provided, there is a problem in that the economical efficiency and efficiency are low.

Fig. 1B shows another conventional " method for constructing soft soil-reinforced soils ".

That is, a plurality of support piles 70 made of a pile body 71 and a pile cap 72 are vertically buried in the soft ground layer 73; And the ground fillet 80 in which the geosynthetic fiber 74 and the rigid reinforcing material layer 75 are alternately stacked in a plurality of layers is installed on the upper surface of the support pile 70 and the upper surface of the soft ground layer 73 Comprising the steps of:

In addition, since the geosynthetic fibers 74 and the rigid reinforcing material layer 75 are alternately stacked to form a plurality of layers to reinforce the soft fat layer, the effective aspect may increase, but the economical efficiency is limited.

Fig. 1C shows another conventional "soft ground reinforcement soil construction method".

That is, a plurality of support piles (70) having pile caps (72) at the upper end thereof are embedded in a soft ground, and at intervals between neighboring support piles, By arranging the strip member 90, it is possible to effectively support the load acting on the filler portion from the concentrated load in the space between the piles,

Further, the present invention relates to a pile-supporting pile structure using the installation reinforcing of a fixed geotextile belt member embedded in a pile cap, which reinforces the connection between the support pile and the geotextile belt member by arranging the geotextile belt member in a state of being embedded in the pile cap .

As a result, in constructing the conventional pile support on the soft ground, it is expected that the pile cap is used at the upper end of the support pile to achieve the arching effect. Further, the reinforcing effect is increased by separately installing the geotextile and the rigid reinforcing material. There are limitations in economical aspect, and practical application is limited.

Korean Patent No. 10-0205794 (entitled " Installation structure of supporting piles supporting backfill of alternating ground, public date: July 01, 1999) Korean Unexamined Patent Publication No. 110-2015-0132945 (entitled "Method for Construction of Reinforced Soil Using Soil-type Reinforced Soil Material and Supporting Pile", publication date: July 01, 1999) Korean Patent Laid-Open No. 10-2015-0128251 (entitled "Pile Structure Supported by Mounting and Reinforcement of Fixed Type Geotextile Belt Embedded in Pile Cap, Public Date: July 01, 1999)

Therefore, in the present invention, when the precast pile is used for the pile support for embankment support, there is a limit in the size of the cross section, so that a large number of precast pile constructions must be repeated and air delay and economic difficulty may be reduced. The present invention also provides a method of constructing a pile supporting pile, which is formed into a tubular shape capable of quickly constructing a pile for supporting a pile without large equipment being mobilized, and to provide a pile for supporting a pile supported by the pile.

In order to accomplish the above object of the present invention, there is provided a method of constructing a pile for supporting a embankment and a pile for supporting a embankment constructed using the method,

(a) forming a casing tube hole in the soft ground phase (G1) by drilling a tubular penetration casing on the ground and excavating the soft foundation (G3) inside the tubular space by the penetration casing shape; (b) closing and filling the casing tube hole with a spotted concrete; And (c) forming a field pile cap on the upper end of the pile for supporting the embankment formed in the tubular shape by the reinforcing bars and the locally cast concrete at the upper end of the casing tube hole,

So that the peripheral frictional force P1 is generated on both the outer side surface and the inner side surface of the casing tube hole closed by the locally laid concrete.

The pile for supporting the embankment formed by the tube-type pile-supporting pile construction method according to the present invention is installed in the pile of the penetration casing without the excavation of the ground with a diameter larger than the pile cross- It is possible to construct the pile using the remaining space due to the drawing, so that the construction cost and the air can be remarkably shortened.

In addition, in constructing the pile for supporting the embankment with the pile, it is not necessary to repeatedly construct complicated processes such as installation of casings, reinforcing bars, concrete injection, etc., but installing the concrete through the installation and drawing of the casing Since the concrete is injected only into the inside of the drawn casing space, it is possible to increase the efficiency of operation of the large equipment, thus making it possible to construct a pile for supporting the embankment more economically.

Since the pile for supporting the embankment according to the present invention generates the peripheral frictional force due to the poured concrete on both the outer circumferential surface and the inner circumferential surface of the pile for supporting the embankment, it is possible to effectively prevent the settlement of the embankment pile And the overall bearing capacity of the pile for supporting the embankment can be improved.

Figs. 1A, 1B, and 1C are diagrams illustrating examples of a conventional soft ground reinforcement-
FIGS. 2A and 2B are perspective views of a pile for supporting a embankment formed in a tubular form according to the present invention,
FIGS. 3A, 3B and 3C are flowcharts showing a method of constructing a pile for supporting a embankment made in a tubular form according to the present invention.

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

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

[The pile (100) for supporting the embankment constructed by using the pile construction method for supporting the embankment made in the tubular form of the present invention]

FIGS. 2A and 2B are perspective views showing a constitutional view of an embankment supporting pile 100 (simply a pile supporting embankment 100 made in a tubular shape) And a construction diagram.

As shown in FIG. 2A, the embankment supporting pile 100 formed of the tubular shape includes a casing tube hole 110, a cast concrete 120, and a field pile cap 130.

As shown in FIG. 2A, the casing tube hole 110 may be a tube-shaped perforation hole formed by pulling out the penetration casing 200 at a position where the embankment supporting pile 100 is to be constructed.

That is, according to the present invention, a casing tube hole 110 is formed, and a casting support pile 100 made of a tubular shape is formed by injecting a cast concrete 120 into a casing tube hole 110.

Therefore, it can be seen that the casing tube hole 110 is formed to have the same cross-section as the tubular space having a constant thickness t as it goes down to the ground, and that the soft ground G3 inside the tubular space is not excavated And it is possible to minimize and shorten the large excavation equipment due to the excavation of the soft ground G3 and the air required for excavation.

Accordingly, the tubular space is formed not by an excavation method but by penetrating the penetration casing 200 having a cross-sectional shape corresponding to the tubular space, and then drawing it.

That is, when the penetration casing 200 is penetrated into the ground by the hunting method and then pulled out, a space corresponding to the volume occupied by the penetration casing 200 remains in the ground as it is, and the remaining space is used as a tubular space.

The penetration casing 200 may be formed of a steel casing or a concrete casing.

2A, concrete is injected into the casing tube hole 110 by using the opened upper portion of the casing tube hole 110 to tightly fill the concrete in the casing tube hole 110, ). ≪ / RTI >

That is, the cast concrete 120 is filled in the casing tube hole 110 by the concrete injection means 230 installed in the penetration casing 200, or is filled in the casing tube hole 110 gravitywise.

Since the casing tube hole 110 is closed to form the tube-shaped pile 100 for support, the peripheral frictional force P1 is generated in both the outer side surface and the inner side surface of the closed casing tube hole 110, So that the total bearing capacity of the embankment supporting pile 100 formed in a tubular shape can be improved.

As shown in FIG. 2A, the on-site pile cap 130 may be formed as a rigid body for the arching effect of the pile 100 for supporting the embankment formed in a tubular shape.

When the upper end of the casing tube hole 110 is extended at the time of casing drawing, the upper end of the embankment supporting pile 100 is excavated to have a certain thickness and width to confine the reinforcing bars, And an arching effect is generated together with the rigid body of the pile 100 for supporting the embankment formed in the other tube type in the vicinity.

At this time, the space for forming the on-site file cap 130 is formed naturally by the head extension 210 of the penetration casing 200.

Referring to FIG. 2B, it can be seen that many piles 100 for supporting the embankment formed in the tubular form of the present invention are spaced apart from each other on the soft ground G1 and closed by embankment.

It can be seen that the field pile cap 130 of the pile 100 for supporting the embankment formed with many tubes can effectively prevent settlement of the field pile cap 130 as a rigid body and maximize the arching effect ,

It can be seen that the pile-supporting pile (100), which is made of tubular type, reaches to the shallow layer (G2) under the soft ground. Thus, it can be seen that the load of the embankment layer 300 can be effectively transmitted to the embankment supporting pile 100 formed in a tubular shape through the field pile cap.

As a result, unlike conventional piles for supporting the embankment, the embankment pile for supporting the embankment is formed in the casing tube hole 110 formed using the casing by using the cast-in-place concrete 120, and the pile cap is also made of reinforcing steel and cast- The upper part of the casing tube hole 110 is partly excavated and integrally formed.

[Method of constructing a pile (100) for embankment prepared in the tubular form of the present invention]

FIGS. 3A, 3B and 3C are flowcharts showing a construction method of a pile supporting pile manufactured in the form of a tube according to the present invention.

3A, a casing 200 for forming a casing tube hole 110 is provided. In the casing 200, a ceiling expansion part 210 is formed by an injection method, And is formed so as to be easy to penetrate the soft ground G1. The penetration casing 200 is lifted using a lifting device such as a crane or the like, and is installed intruding on the ground by hovering.

That is, the tubular penetrating casing 200 is mounted on the ground, and the casing tube hole 110 is formed on the soft ground G1 by the penetration casing shape.

The penetration casing 200 is preferably provided with a concrete injection means 230 such as a trestle pipe to facilitate the injection of the cast concrete 120. The concrete injection means 230 may be provided in the penetration casing 200, As shown in FIG.

Next, as shown in FIG. 3B, while the casing tube hole 110 is formed while drawing the penetration casing 200, the concrete pouring concrete 120 is pushed from the tip end of the casing tube hole 110 by the concrete pouring means 230 So that it is packed tightly.

At this time, when the final penetration casing 200 is completely drawn out, the cast concrete hole 120 is filled tightly in the casing tube hole 110 to close the casing tube hole 110, and the intrusion casing The reinforcing rope 131 is placed on the extended excavation portion formed by the head expansion portion 210 of the excavator 200 and the field pile concrete 130 is used to construct the field pile cap 130.

As shown in FIG. 3C, when the pile construction is completed by the method of constructing the pile for supporting the embankment made of a plurality of tubes, the embankment layer 300 is formed on the upper part of the pile, It is possible to complete the construction through the embankment supporting pile 100 and the embankment.

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

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

100: pile-supporting pile fabricated in a tubular form
110: casing tube hole 120: field cast concrete
130: Field file cap 200: Penetration casing
210: head extension 220: tip shoe
230: concrete injection means 300: buried layer
400: Structure G1: Soft ground
G2: Needle layer G3: Soft ground inside the tubular space

Claims (10)

(a) The tubular penetration casing 200 is put on the ground to form the casing tube hole 110 in the soft ground phase G1 without excavating the soft foundation G3 inside the tubular space by the penetration casing shape ; And
(b) filling the casing tube hole (110) with the cast concrete (130) to fill the casing tube hole (110); and the peripheral frictional force (P1) In which the piles are formed in a tubular shape. The method according to claim 1,
After step (b), the step (c) further includes the step of forming a field pile cap 130 on the upper end of the pile for supporting the embankment formed by the reinforcing bars 131 and the cast concrete on the top of the casing tube hole A method of constructing pile support for embankment made of tubular shape. 3. The method of claim 2,
In the step (a), the penetration casing 220 is formed in a tubular shape, and the upper end of the penetration casing 220 is further formed with the head extension 210. The lower end of the penetration casing 220 further forms the end shoe 230, Wherein the space for forming the pile cap (130) is formed in a tubular shape such that the head expanding portion (210) is formed on the soft ground (G3) after the pile driving. 3. The method according to claim 1 or 2,
Wherein the penetration casing (200) of the step (a) is made of a steel casing or a concrete casing. 3. The method according to claim 1 or 2,
The site-cast concrete 120 in the step (b) may be filled in the casing tube hole 110 by the concrete injection means 230 installed in the penetration casing 200, or may be filled in the casing tube hole 110 gravity type. A method of constructing pile support for embankment made of tubular type. 3. The method according to claim 1 or 2,
The pile-supporting pile construction method according to any one of the preceding claims, wherein the tip of the pile-supporting pile fabricated in the tubular shape passes through the soft ground (G1) and reaches the securement layer (G2). (a) The tubular penetration casing 200 is put on the ground to form the casing tube hole 110 in the soft ground phase G1 without excavating the soft foundation G3 inside the tubular space by the penetration casing shape ;
(b) closing the casing tube hole (110) by filling the cast concrete (130); And
(c) forming a field pile cap 130 at the upper end of the pile for supporting the embankment formed in the tubular shape by the reinforcing bars and the locally cast concrete at the upper end of the casing tube hole
A pile supporting pile constructed by a tube type pile supporting pile construction method in which the peripheral frictional force (P1) is generated at both the outer side surface and the inner side surface of the casing tube hole occluded by the site cast concrete. [7] The pile according to claim 7, wherein the pile for supporting the embankment is formed in a tubular shape so that a plurality of piles are installed on the back surface of the constructed structure on the soft ground. 9. The method of claim 8,
The pile support 300 is further formed on the top of the pile for supporting the embankment formed by the method of constructing the pile for supporting the embankment formed in the tubular shape to be formed on the back of the structure, Support piles for embankment. 9. The method of claim 8,
The tubular penetration casing 200 is lifted by the lifting device to be installed on the soft ground by hunting and the space for forming the field pile cap 130 is formed by the head extension 210 of the penetration casing 200 A pile - supporting pile constructed by a tube - type pile - supporting pile construction method which is formed in a soft ground (G3) after pile - pulling.

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