KR101974110B1 - Prestressed steel pipe pile and self-supporting type pile construction - Google Patents

Abstract

An objective of the present invention is to provide a prestressed steel pipe pile and an independent temporary earth-retaining construction method using the same which insert a tension member into a hollow pipe, and introduce prestress to the tension member to introduce a prestressed steel pipe pile supporting a soil pressure to greatly reduce the number of installed struts to secure a wide work space to shorten construction time and reduce an amount of steel used by an increase in efficiency of work equipment to promote construction cost reduction and constructability improvement. To achieve the objective, the prestressed steel pipe pile comprises: a hollow pipe formed in a prescribed shape; a settling cap to block an upper and a lower portion of the hollow pipe from the outside; a tension member installed cross the interior of the hollow pipe, and fixed and installed on the exterior of the settling cap; and a filling material filled in the hollow pipe. Also, to achieve the objective, the independent temporary earth-retaining construction method using a prestressed steel pipe pile comprises: a step (S I) of assembling prestressed steel pipe piles; a step (S II) of drilling target ground where the prestressed steel pipe piles are to be installed at regular intervals in a prescribed diameter and depth to form drilled holes; a step (S III) of inserting the prestressed steel pipe piles into the drilled holes; a step (S IV) of additionally tensioning the prestressed steel pipe piles inserted into the drilled holes; and a step (S V) of excavating a front portion of the prestressed steel pipe piles and installing a soil retaining plate.

Description

[0001] PRESTRESSED STEEL PIPE PILE AND SELF-SUPPORTING PILE CONSTRUCTION [0002]

The present invention relates to a prestressed steel pipe pile and a method for constructing a self-supporting type permanent pile using the same. In particular, a prestressed steel pipe pile manufactured by inserting a tensile material into a hollow tube and introducing a prestress into the tensile material, The present invention relates to a prestressed steel pipe pile and a method for constructing a self-supporting type permanent earth retaining mud using the same, wherein the pile is resiliently reduced and reduced in bending moment and horizontal displacement caused by earth pressure on the excavation backside.

Currently, the earth anchor method is generally used to maintain the earth retaining walls in the deep excavation of the ground for the construction of underground structures.

In the earth anchor method, the earth anchor is settled by inserting the adjacent site over 10M. However, when the use of the adjacent site is restricted, a strut or raker method is applied, which is economically disadvantageous .

In addition, in the conventional method using the strut and anchor holes, since the strut is closely installed at intervals of 2 to 3 m in the vertical direction of the ter- minator, the work space is narrow and inconvenient to use heavy equipment. In case of using an anchor, It is a serious problem in construction due to invasion of private land, damage of existing structure and inflow of ground water nearby.

Registration No. 10-1609805 (Registered on Mar. 31, 2016)

SUMMARY OF THE INVENTION Accordingly, the present invention has been made in order to solve the above-mentioned problems, and it is an object of the present invention to provide a pile- This study was conducted to investigate the effect of the pile construction on the pile structure of prestressed steel pipes and the self-supporting type pile construction method using the pile piles to reduce construction cost and reduce the construction cost due to the reduction of the construction period and the amount of steel material, The purpose is to provide.

According to an aspect of the present invention, there is provided a prestressed steel pipe pile comprising: a hollow tube having a predetermined shape; A fixing cap for blocking the upper and lower portions of the hollow tube from the outside, respectively; A tensile member installed across the inside of the hollow tube and fixed to the outside of the fixing cap; And a filler filled in the hollow tube.

In order to accomplish the above object, there is provided a method of constructing a self-supporting type pile using a prestressed steel pipe pile according to the present invention, comprising the steps of assembling a prestressed steel pipe pile (S Ⅰ); Forming a perforation hole (SII) by piercing the prestressed steel pipe pile at a predetermined distance and a predetermined diameter and depth at a target ground to be installed; Inserting a prestressed steel pipe pile into the perforation hole (SIII); A step (SIV) of further tightening a prestressed steel pipe pile inserted into the perforation hole; And excavating a front portion of the prestressed steel pipe pile and installing a soil plate (S V).

As described above, the prestressed steel pipe pile according to the present invention and the self-supporting type permanent earth retaining method using the same have the following effects.

First, in the case where it is necessary to shorten the construction period due to the securing of the work space, if it is difficult to support with the strut or anchor in the construction or civil structure, if the damage due to the anchor construction is concerned, There is an advantage that it can be applied to the case where it is required to shorten the other air and reduce the construction cost.

Second, the present invention can shorten the installation cost and the construction period by 20 to 30% or more owing to the omission of the support material installation process and the smooth excavation work in the conventional method.

Especially, compared with the conventional method, it is possible to improve the economical efficiency due to the reduction of the steel amount, and it is possible to minimize the interference when constructing the main body structure by the plain bearing method.

Third, the present invention guarantees stability by suppressing displacement steel material in the case where the displacement is generated continuously.

That is, the conventional method is considerably dangerous due to shear failure at the time of fracture, but the present invention can cope with the continuation of the displacement generation, maximizing the stability by restoring the displacement due to the prestress and offsetting the load.

1 is a perspective view showing a first embodiment of a prestressed steel pipe pile according to the present invention,
2 is a cross-sectional view showing a first embodiment of a prestressed steel pipe pile according to the present invention,
3 is a perspective view showing a fixing cap of a first embodiment of a prestressed steel pipe pile according to the present invention,
FIG. 4 is a cross-sectional view showing a fixing cap of a first embodiment of a prestressed steel pipe pile according to the present invention,
FIG. 5 is a perspective view showing a construction state of a prestressed steel pipe pile according to a first embodiment of the present invention,
6 is a conceptual view showing a second embodiment of a prestressed steel pipe pile according to the present invention,
FIG. 7 is a perspective view showing a second embodiment of a prestressed steel pipe pile according to the present invention, FIG.
8 is a perspective view showing a fixing cap of a second embodiment of a prestressed steel pipe pile according to the present invention,
9 is a cross-sectional view showing a fixing cap of a second embodiment of a prestressed steel pipe pile according to the present invention,
10 is a perspective view showing a bracket of a second embodiment of a prestressed steel pipe pile according to the present invention,
11 is a perspective view showing a construction state of a second embodiment of a prestressed steel pipe pile according to the present invention,
12 is a perspective view showing a third embodiment of a prestressed steel pipe pile according to the present invention.

Hereinafter, the present invention will be described in detail with reference to the accompanying drawings and various embodiments.

[Example 1]

FIG. 1 is a perspective view showing a first embodiment of a prestressed steel pipe pile according to the present invention, and FIG. 2 is a sectional view showing a first embodiment of a prestressed steel pipe pile according to the present invention.

As shown in these drawings, a prestressed steel pipe pile P according to the present invention includes a hollow pipe 100 having a predetermined shape; A fixing cap 200 for blocking the upper and lower portions of the hollow tube 100 from the outside, respectively; And a tensile material 300 installed across the inside of the hollow tube 100 and fixed to the outside of the fixing cap 200.

That is, the prestressed steel pipe pile P according to the present invention is a structure in which the hollow tube 100, the fixing cap 200 and the tensile material 300 are organically coupled.

Here, it is noted that the hollow tube 100 uses a conventional circular tube, but it is also possible to use a square tube and a tube of various shapes if necessary.

Particularly, it is revealed that the circular tube is not required to be specially used in the case of using it by various pipes such as a square tube and a closed tube.

As shown in FIGS. 3 and 4, the fixing cap 200 includes a circular plate 210 having a predetermined shape; A circular plate 220 integrally formed vertically downward from both ends of the circular plate 210 and a fixing hole 230 formed at a predetermined position of the circular plate 210.

That is, the fixing cap 200 functions to fix and tension the tensile material 300 inserted into the hollow tube 100.

Here, the fixing cap 200 has a symmetrical shape as a whole.

In particular, the circular plate 220 of the fixing cap 200 is formed symmetrically or asymmetrically.

The fixing hole 230 is formed at a position eccentric to one side of the circular plate 210.

That is, the fixing hole 230 is eccentrically perforated in the circular plate 210 because the tension member 300 is vertically inclined in the hollow tube 200.

The tensile material 300 is composed of a high-strength structural steel bar, a strand, or a wire rope. The tensile material 300 is vertically disposed inside the hollow tube 100, or vertically inclined so as to have a constant inclination.

Meanwhile, the filler 400 is filled in the hollow tube 100, and the filler 400 is composed of any one of sand, silt and clay, and preferably sand is the best member.

The prestressed steel pipe pile according to the present invention having the above-described structure is easy to be joined and cut to weld the steel pipe pile P, has a large bending stiffness, has a large bearing capacity, , Which has a large bending stiffness EI and a depth of penetration of up to 25 m.

Hereinafter, the construction of the self-supporting type permanent earth retaining structure using the prestressed steel pipe pile according to the present invention will be described.

5 is a perspective view showing a state of the first embodiment of a pile of a prestressed steel pipe pile according to the present invention.

As shown in this drawing, the method of constructing a self-supporting type of earth retaining pile using a prestressed steel pipe pile according to the present invention comprises the steps of assembling a prestressed steel pipe pile (S Ⅰ); (SII) forming perforation holes (H) by piercing the prestressed steel pipe piles (P) to a target ground (G) at a predetermined distance and a predetermined diameter and depth; Inserting a prestressed steel pipe pile (S III) into the perforation hole (H); A step (SIV) of further tightening a prestressed steel pipe pile P inserted in the perforation hole H; And excavating the front portion of the prestressed steel pipe pile (S V) and installing a soil plate (S V).

That is, the self-supporting type permanent earth retaining method using the prestressed steel pipe pile according to the present invention includes a hollow pipe 100 having a predetermined shape; A fixing cap 200 for blocking the upper and lower portions of the hollow tube 100 from the outside, respectively; A method of assembling a prestressed steel pipe pile P which is installed across the inside of the hollow tube 100 and which is fixed to the outside of the fixing cap 200, The steel pipe pile P is inserted into the perforation hole H after the perforation hole H is formed at a predetermined interval and at a predetermined diameter and depth at a predetermined interval in the target ground G to be installed, The prestressed steel pipe pile P inserted in the perforation hole H is further tensed and then the front portion of the prestressed steel pipe pile P is excavated and a soil plate (not shown) is installed.

Here, the prestressed steel pipe piling insert step S III is inserted into the perforation hole H in such a manner that the direction of the fixing cap 200 of the prestressed steel pipe pile P into which the prestress is introduced is directed to the back surface of the excavation.

That is, the reason why the prestressed steel pipe pile P is installed in the direction of the excavation backside is that the tensile material 300 is installed in the hollow tube 100 to reduce the bending stress generated in the self-supporting type earth retaining wall, After the tensile material 300 is installed in the fixing cap 200, a prestressed steel pipe pile P is assembled by introducing a prestress into the tensile material 300, and then the prestressed steel pipe pile P And a prestress by the tensile material 300 is introduced into the rear surface of the steel pipe pile P to which the prestressed steel pipe is introduced.

Meanwhile, a step of filling the hollow tube 100 with a filler 400 made of any one of sand, silt and clay may be added as needed.

In the method of constructing the self-supporting type permanent earth retaining mud using the prestressed steel pipe pile according to the present invention, the tensile material 300 is inserted into the hollow pipe 100 and the prestress is introduced into the tensile material 300 to support the earth pressure (P) to reduce the number of strut punches installed, thereby securing a large work space, shortening the construction period due to the increase in efficiency of the equipment work, and reducing the amount of steel used, thereby reducing the construction cost and improving the workability It has an action effect.

[Example 2]

FIG. 6 is a conceptual view showing a second embodiment of a prestressed steel pipe pile according to the present invention, and FIG. 7 is a perspective view showing a second embodiment of a prestressed steel pipe pile according to the present invention.

As shown in these drawings, a prestressed steel pipe pile P according to the present invention includes a hollow pipe 100 having a predetermined shape; A fixing cap 200 for blocking the upper and lower portions of the hollow tube 100 from the outside, respectively; A bracket 500 welded to a predetermined position of the fixing cap 200 so as to face each other; And a tensile material 300 fixed vertically between the brackets 500.

That is, the prestressed steel pipe pile P according to the present invention is a structure in which the hollow tube 100, the fixing cap 200, the bracket 500, and the tensile material 300 are organically coupled.

Here, it is noted that the hollow tube 100 uses a conventional circular tube, but a square tube or a variety of tubes may be used as the need arises.

In addition, it is noted that the circular tube is not required to be specially designed to be used in a variety of pipes such as a square tube or a closed tube.

It is also noted that the circular tube can be implemented by changing the sectional shape of the closed tube 100a as shown in Fig.

As shown in FIGS. 8 and 9, the fixing cap 200 includes a circular plate 210 having a predetermined shape; And a circular plate 220 integrally formed vertically downward from both ends of the circular plate 210.

That is, the fixing cap 200 functions to cover the hollow tube 100.

Here, the fixing cap 200 has a symmetrical shape as a whole.

The bracket 500 is composed of an upper bracket 500a and a lower bracket 500b, as shown in FIG.

Here, the upper bracket 500a and the lower bracket 500b are installed to face each other in the hollow tube 100 in the same shape.

In particular, the upper bracket 500a and the lower bracket 500b have a curved horizontal plate 510 having a curved shape with a constant thickness and width; A curved vertical plate 520 bent at a right angle from an end of the curved water level plate 510 and having an upper curved shape; An inclined plate 530 inclined between the curved horizontal plate 510 and the curved vertical plate 520 and formed in a triangular shape; And a fixing hole 540 in which a plurality of holes are formed to have a predetermined diameter in the curved vertical plate 520.

The shape of the curved horizontal plate 510 and the curved vertical plate 520 and the inclined plate 530 are different from one another because the tension of the tension member 300 installed in the fixing hole 540 is different from that of the bracket 500 To prevent deformation, and to reduce the amount of steel.

That is, the upper bracket 500a and the lower bracket 500b are members formed by combining the curved horizontal plate 510, the curved vertical plate 520, the swash plate 530, and the fixing hole 540.

Here, the curved vertical plate 520 is formed thicker than the curved horizontal plate 510 and the inclined plate 230.

The reason why the curved vertical plate 520 is formed thicker is that the thickness of the tensile material 300 installed on the fixing holes 540 of the upper and lower brackets 500a and 500b is different to effectively tension the upper and lower brackets 500a and 500b, The curved water level plate 510 and the swash plate 530 are formed to have the same thickness.

When the swash plate 530 is attached to the curved horizontal plate 510, a plurality of large swash plates 530 are provided inside the curved horizontal plate 510 and a small swash plate 530 ) Is installed.

The reason why the size of the swash plate 530 is different is that the size of the swash plate 530 is increased in the portion where the tensile material 300 is subjected to a large amount of force while the size of the swash plate 530 is decreased This is to prevent unnecessary waste of steel.

When the upper bracket 500a is installed in the hollow tube 100, the fixing cap 200 is installed on the upper portion of the hollow tube 100 and the upper bracket 500a Are provided coincide with each other.

The lower bracket 500b is installed on the fixing cap 200 of the hollow tube 100 while maintaining a predetermined vertical distance downward from the upper bracket 500a.

Here, the lower bracket 500b is vertically installed on the outer side of the fixing cap 200, which is a position close to the lowermost end of the hollow tube 100, which is a position opposite to the upper bracket 500a.

It is also noted that, when the total length is too long between the upper bracket 500a and the lower bracket 500b, an intermediate spacing member may be provided at a predetermined position of the hollow tube 100. [

The tensile material 300 is composed of a high-strength structural steel bar, a stranded wire, or a wire rope, and is disposed vertically on the bracket 500 or vertically inclined so as to have a constant inclination.

Meanwhile, the filler 400 is filled in the hollow tube 100, and the filler 400 is composed of any one of sand, silt and clay, and preferably sand is the best member.

The prestressed steel pipe pile according to the present invention having the above-described structure is easy to be joined and cut to weld the steel pipe pile P, has a large bending stiffness, has a large bearing capacity, , Which has a large bending stiffness EI and a depth of penetration of up to 25 m.

Hereinafter, the construction of the self-supporting type permanent earth retaining structure using the prestressed steel pipe pile according to the present invention will be described.

11 is a perspective view showing a state of a second embodiment of a pile of a prestressed steel pipe pile according to the present invention.

As shown in this drawing, the method of constructing a self-supporting type of earth retaining pile using a prestressed steel pipe pile according to the present invention comprises the steps of assembling a prestressed steel pipe pile (S Ⅰ); (SII) forming perforation holes (H) by piercing the prestressed steel pipe piles (P) to a target ground (G) at a predetermined distance and a predetermined diameter and depth;

Inserting a prestressed steel pipe pile (S III) into the perforation hole (H); A step (SIV) of further tightening a prestressed steel pipe pile P inserted in the perforation hole H; And excavating the front portion of the prestressed steel pipe pile (S V) and installing a soil plate (S V).

That is, the self-supporting type permanent earth retaining method using the prestressed steel pipe pile according to the present invention includes a hollow pipe 100 having a predetermined shape; A fixing cap 200 for blocking the upper and lower portions of the hollow tube 100 from the outside, respectively; A bracket 500 welded to a predetermined position of the fixing cap 200 so as to face each other; And a tension member 300 fixed vertically between the brackets 500. The fixing cap 200 includes a circular plate 210 having a predetermined shape; And a circular plate 220 integrally formed vertically downward from both ends of the circular plate 210. The bracket 500 is composed of an upper bracket 500a and a lower bracket 500b, 500a and the lower bracket 500b have a rectangular plate 510 having a rectangular shape having a constant thickness and width; A circular plate 520 bent at a right angle from an end of the circular plate 510 and having an upper arc shape; An inclined plate 530 inclined between the circular plate 510 and the circular plate 520 and formed in a triangular shape; A prestressed steel pipe pile P composed of a fixing hole 540 having a plurality of holes formed to have a predetermined diameter is assembled to the circular plate 520 and a predetermined ground G is installed on the installed prestressed steel pipe pile P The pre-stressed steel pipe pile P is inserted into the perforation hole H after the perforation hole H is formed with a predetermined diameter and a predetermined distance between the perforation hole H and the pre- After further tightening the steel pipe pile P, the front portion of the prestressed steel pipe pile P is excavated and a soil plate is installed to construct the steel pipe.

Here, the prestressed steel pipe piling insert step S III is inserted into the perforation hole H in such a manner that the direction of the fixing cap 200 of the prestressed steel pipe pile P into which the prestress is introduced is directed to the back surface of the excavation.

That is, the reason for installing the prestressed steel pipe pile P in the direction of the excavation backside is that the fixing cap 200 is installed on the hollow pipe 100 in order to reduce the bending stress generated in the self-supporting type earth retaining wall, A bracket 500 is welded to the fixing cap 200 and a tensile material 300 is installed on the bracket 500. A prestress is introduced into the tensile material 300 so that a prestressed steel pipe pile P After assembling, a prestress by the tensile material 300 is introduced into the rear portion of the steel pipe pile P to which the prestress is introduced, so that the steel tube pile P with the prestress inserted therein is pulled and resiliently resisted against the back earth pressure.

Meanwhile, a step of filling the hollow tube 100 with a filler 400 made of any one of sand, silt and clay may be added as needed.

The method for constructing the self-supporting type permanent earth retaining mud using the prestressed steel pipe pile according to the present invention includes the steps of covering the fixing cap 200 on the hollow tube 100 and mounting the bracket 500 on the outer side of the fixing cap 200 A prestressed steel pipe pile P for supporting the earth pressure is introduced to introduce a prestress into the tensile material 300 to greatly reduce the number of strut punches 300 installed As a result, it is possible to reduce the construction period and the amount of steel to be used due to the increase in the efficiency of the equipment work by securing a wide working space, thereby reducing the construction cost and improving the workability.

The preferred embodiments described in the specification of the present invention are intended to be illustrative, not limiting, and the scope of the present invention is indicated by the appended claims, and all modifications that come within the meaning of the claims are included in the present invention. .

100: Hollow tube 200: Fixing cap
210: one circular plate 220: circular plate
230: Settling ball 300: Tension material
400: Filler 500: Bracket
500a: upper bracket 500b: lower bracket
510: Curved water level plate 520: Curved straight plate
530: Swash plate 540: Settling ball
G: Ground H: Perforated hole
P: Prestressed steel pipe pile

Claims (13)

delete delete A hollow tube (100) having a predetermined shape; A fixing cap 200 for blocking the upper and lower portions of the hollow tube 100 from the outside, respectively; A bracket 500 welded to a predetermined position of the fixing cap 200 so as to face each other; And a tension member 300 fixed vertically between the brackets 500. The fixing cap 200 includes a circular plate 210 having a predetermined shape; And a circular plate 220 integrally formed vertically downward from both ends of the circular plate 210. The bracket 500 is composed of an upper bracket 500a and a lower bracket 500b, 500a and the lower bracket 500b have a rectangular plate 510 having a rectangular shape having a constant thickness and width; A circular plate 520 bent at a right angle from an end of the circular plate 510 and having an upper arc shape; An inclined plate 530 inclined between the circular plate 510 and the circular plate 520 and formed in a triangular shape; And a fixing hole (540) in which a plurality of holes are formed in the circular plate (520) so as to have a constant diameter. delete delete A hollow tube (100) having a predetermined shape; A fixing cap 200 for blocking the upper and lower portions of the hollow tube 100 from the outside, respectively; And a tension member 300 installed across the inside of the hollow tube 100 and fixed to the outside of the fixing cap 200. The fixing cap 200 includes a circular plate 210 having a predetermined shape, ; Assembling a prestressed steel pipe pile composed of a circular plate 220 integrally formed vertically downward from both ends of the circular plate 210 and a fixing hole 230 formed at a predetermined position of the circular plate 210 S I); (SII) forming perforation holes (H) by piercing the prestressed steel pipe piles (P) to a target ground (G) at a predetermined distance and a predetermined diameter and depth; Inserting a prestressed steel pipe pile (S III) into the perforation hole (H); A step (SIV) of further tightening a prestressed steel pipe pile P inserted in the perforation hole H; And a step (S V) of excavating the front portion of the prestressed steel pipe pile (S V) and installing a soil plate (S V). delete delete A hollow tube (100) having a predetermined shape; A fixing cap 200 for blocking the upper and lower portions of the hollow tube 100 from the outside, respectively; A bracket 500 welded to a predetermined position of the fixing cap 200 so as to face each other; And a tension member 300 fixed vertically between the brackets 500. The fixing cap 200 includes a circular plate 210 having a predetermined shape; And a circular plate 220 integrally formed vertically downward from both ends of the circular plate 210. The bracket 500 is composed of an upper bracket 500a and a lower bracket 500b, 500a and the lower bracket 500b have a rectangular plate 510 having a rectangular shape having a constant thickness and width; A circular plate 520 bent at a right angle from an end of the circular plate 510 and having an upper arc shape; An inclined plate 530 inclined between the circular plate 510 and the circular plate 520 and formed in a triangular shape; Assembling a prestressed steel pipe pile (S I) comprising a fixing hole (540) having a plurality of holes formed to have a predetermined diameter in the circular plate (520);
(SII) forming perforation holes (H) by piercing the prestressed steel pipe piles (P) to a target ground (G) at a predetermined distance and a predetermined diameter and depth;
A step (SIII) of inserting a prestressed steel pipe pile (PII) into the hole (H) with the bracket (200) of the hollow pipe (100) facing the excavated backside;
A step (SIV) of further tightening a prestressed steel pipe pile P inserted in the perforation hole H;
And a step (S V) of drilling a front portion of the prestressed steel pipe pile (S V) and installing a soil plate. delete delete delete delete

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