KR101119829B1 - Method for cast-in-place pile construction using punctured couplers - Google Patents

Abstract

PURPOSE: A cast-in-place pile construction method using a perforated coupler and a shear reinforcing material is provided to increase resistance to vertical force by constructing a pile through synthesizing of a steel pipe and filler and enable immediate use without machining an existing steel pipe. CONSTITUTION: A cast-in-place pile construction method using a perforated coupler and a shear reinforcing material is as follows. A pile hole(1) is perforated in the ground(S10). Filler(10) is filled in the pile hole(S20). Before the filler is cured, a steel pipe type of a reinforcing material(20) is inserted into the pile hole filled with the filler(S30). The head of the reinforcing material is handled(S40).

Description

Field-casting pile construction method using perforated coupler and shear reinforcement {METHOD FOR CAST-IN-PLACE PILE CONSTRUCTION USING PUNCTURED COUPLERS}

The present invention relates to a site-pouring pile construction method using a hole coupler and a shear reinforcing material, and more specifically, it is possible to increase the resistance to the vertical force by constructing the pile through the synthesis of steel pipes and fillers (such as concrete), The present invention relates to a perforated coupler construction method using a shear reinforcement and a perforated coupler that can reduce costs by increasing the resistance to horizontal force by using the shear reinforcement.

In general, pile foundations are widely used as foundations to prevent ground subsidence in civil and building structures.

The pile foundation is a long column-shaped structure that is infiltrated into the ground and supports the load of the upper structure by the tip bearing force, which is the bearing force of the pile tip ground, and the principal surface friction force, which is the friction force between the pile outer peripheral surface and the surrounding ground. It is classified into ready-made piles that form piles on the ground and site-placed piles that form and cure concrete after forming pile holes on the ground.

The cast-in-place piles are widely used as foundations of large structures, such as bridges and large buildings, because they can effectively install large-diameter, large-depth piles, have high construction accuracy, and have low noise and low impact on surrounding structures. This is outlined as follows.

First, a casing is fixed at a planned installation point of a cast-in-place pile, and drilling equipment such as a drill, auger, or bucket is introduced into the casing, and the casing is placed inside the casing. The casing is pressed or settled while excavating soil.

In this case, the casing is usually made of a steel tube (pipe) to play a role of maintaining the vacant wall of the pile ball, and as the excavation proceeds to continue to connect a number of casings to be inserted into the ground.

When the casing penetration and excavation is completed to the desired depth of depth, a rebar network assembled from the ground is inserted into the casing, and then a treme is reached to reach the bottom of the pile hole.

Subsequently, the concrete is placed through the treme and the casing is drawn out, and the treme is also drawn and disassembled to complete the on-site casting pile. When the desired supporting force is secured through the curing process, the subsequent process is performed. .

However, existing cast-in-place piles have low noise and can penetrate to the required depth required in the field, but problems due to securing space and supply of equipment when assembling reinforcing bars applied as reinforcement for compression and shear Due to the complicated process that occurs during transportation, construction, etc., manpower, time, and construction cost are high, and there are many difficulties in the practical application, as well as the most fatal problem that can occur when concrete is laid by applying a hole larger than the maximum aggregate size. Separation of phosphorus material occurs

In addition, it is not possible to achieve the convenience of construction, so a plan to replace the rebar network applied is being pursued.

In addition, the reinforcement steel is not easy to control the number of through holes applied, and it is not easy to design and construct on-site placing piles. Due to the fact that the defect rate of the material is high due to the manufacture and supply of the product in the field, the axial compression section force of the pile is weak when the vertical force is applied, and it is difficult to assemble and manage the rebar network. Doing

In order to solve this problem, there is a method for constructing a cast-in-place pile using a perforated steel pipe (Patent No. 0573371).

According to Patent No. 0573371, there is a disadvantage in that the construction cost is expensive by using a separate perforated steel pipe instead of using a ready-made steel pipe, and when the depth of construction is deep, when the perforated steel pipe is inserted after filling the concrete, the perforated concrete aggregate Due to the resistance between the holes are difficult to enter the desired depth of the steel pipe.

The piles have different moments and resistance to them depending on the depth of the pile, and without considering this, the pile has the same diameter (cross section capable of resisting the largest moment) at all depths of the pile. The use of perforated steel pipes also has the disadvantage of high construction cost.

The present invention is to solve the problems described above, by using a medium-diameter steel pipe of 300mm or less in diameter without using the reinforcing steel reinforcement, to exhibit the same performance or more as large diameter cast-in-place piles, porosity in ready-made steel pipe The purpose is to provide a site-building pile construction method using a perforated coupler and a shear reinforcement that can integrate the filling material (concrete, etc.) and the reinforcing material (steel pipe) without forming a slit.

Another object of the present invention is to prevent unnecessary cost loss by varying the diameter of the steel pipe according to the size of the moment applied to the pile, and to insert the steel pipe and then to inject concrete by pressurization, even if the construction depth is deep to the desired depth Steel pipe can be installed to improve the quality.

According to the present invention for achieving the above object, the construction method for the construction of the pile using the hole coupler and the shear reinforcement, the first step of drilling the pile hole in the ground; A second step of filling a filling material in the pile hole formed through the first step; A third step of inserting a steel tube reinforcing material before the filling material filled through the second step is cured; And a fourth step of processing the head of the steel tubular reinforcement after the third step, wherein in the third step, the steel tubular reinforcement is formed by connecting two or more steel pipes through a coupler having at least one through hole. When the steel pipe-type reinforcement is inserted, the filling material is introduced into the inside of the steel pipe through the coupler through the coupler to be cured in and out of the steel pipe-type reinforcement to be synthesized integrally with the steel pipe-type reinforcement. It is characterized by constructing.

According to the present invention, a method of constructing a pile using a hole coupler and a shear reinforcement includes a first step of forming a pile hole in the ground; A second step of inserting a steel pipe-type reinforcement into the pile hole formed through the first step; A third step of filling a filling material in the pile hole after installing the ring-shaped packer at the inlet side of the pile hole after the second step; A fourth step of inflating the packer after the third step to seal the pile hole and press-filling a filler into the pile hole; And a fifth step of removing the packer by pressing the filling material into the pile hole through the fourth step, and treating the head of the steel pipe reinforcement. In the second step, the steel pipe reinforcement is , The plurality of steel pipes are made of a pipe through the coupler, the coupler is formed with one or more through holes, in the third step and the fourth step, the filling material by filling or injecting the filler in the steel pipe-shaped reinforcement It is characterized in that the steel pipe-shaped reinforcement and the filling material is integrally synthesized by being filled in the steel pipe-shaped reinforcement and the pile hole through the through-hole of the coupler.

According to the construction method of the field-pouring pile using the hole coupler and the shear reinforcement according to the present invention, by constructing the pile by using the composite of the filling material such as concrete and the steel pipe-type reinforcement, the reinforcement of the relaxed ground during the excavation and the increase in the frictional force of the pile circumferential surface It can increase the holding force against the over-horizontal force, and can save the material purchase cost because it can use the ready-made steel pipe without using the hole coupler without forming holes in the steel pipe.

In addition, the diameter of the steel pipe is changed according to the size of the moment applied to the pile, and the large resistance section is used in the large moment section, and the small resistance section is used in the small moment section. Since no steel pipe is used, construction cost can be reduced.

1 is a site construction pile construction process using the hole coupler according to the first embodiment of the present invention.
Figure 2 is an exemplary view of a steel pipe-type reinforcement applied to the site-pouring pile construction method using the hole coupler and shear stiffener according to the first embodiment of the present invention.
Figure 3 is an exemplary view of another steel pipe-type reinforcement applied to the site-placed pile construction method using the hole coupler and shear stiffener according to the first embodiment of the present invention.
Figure 4 is an enlarged view of the composite material and the steel pipe-type reinforcement by the construction method of the field-pouring pile using the hole coupler and shear stiffener according to the first embodiment of the present invention.
Figure 5 is a site construction pile construction process using the hole coupler according to the second embodiment of the present invention.

≪ Example 1 >

As shown in Figure 1, the pressure on-site placing pile construction method using the hole coupler according to the first embodiment of the present invention is as follows.

(S10) excavation.

Form a pile hole (1) in the ground using a drilling equipment such as auger. The pile ball 1 is formed in various depths and diameters according to the ground state or structure.

If the ground is soft, the casing 2 may be installed on the inner wall of the pile hole 1. The casing 2 can be drawn and reused in a later process without sacrificing, for example, as a steel pipe.

(S20) Filler casting.

The inside of the pile hole 1 is a solid pillar is formed by the combination of the filler 10 (for example, concrete) and the steel pipe-shaped reinforcement (20). In this embodiment, the steel tube-shaped reinforcement 20 is inserted in the filled state without pressurizing the filling material 10, and in this case, the filling material 10 is filled in the steel pipe-type reinforcing material 20.

In this process, after removing the slime in the pile ball (1) to make the pile hole (1) in a porous state, the filler 10 is filled. If there is a slime in the pile hole (1), the portion is not filled by the filler 10 is formed, the strength is reduced.

(S30) Insert steel pipe reinforcement.

The steel pipe-type reinforcement 20 is inserted into the pile ball 1 filled with the filling material 10, and first, the steel pipe-type reinforcement 20 will be described.

Since the filling material 10 is filled in both the inside and the outside of the steel pipe-shaped reinforcement 20 and synthesized integrally, the steel pipe-shaped reinforcement 10 has a diameter smaller than the diameter of the pile ball 1, and the pile ball. It is installed over the ground side entrance from the bottom of (1).

Since the pile ball 1 is formed at various depths according to the ground state or structure, the steel pipe-type reinforcement 10 will be manufactured to fit the depth of the pile ball 1, and the pile ball 1 is made of only one steel pipe. As can be deep, as shown in FIG. 2, a plurality of steel pipes 21 (shown as three examples in the drawing) are piped through the coupler 22. The steel pipe 21 is not manufactured separately for the present invention, the ready-made product is used as it is, the coupler 22 is at least one through-hole 22a so that the filler material can be filled in the interior of the steel pipe 21 and the pile hole (1) Is provided. Here, the through holes 22a are inflow holes through which the filling material 10 flows.

As shown in FIG. 2, the steel pipe 21 may be connected to the coupler 22 having the same diameter in all sections (the coupler 22 has no change in diameter since the diameter of the steel pipe 21 is the same).

In addition, the pile (composite type of the filling material 10 and the steel pipe-type reinforcement 20) will have different moments and resistance capacity from the ground surface to the ground, that is, the moment applied to the pile becomes smaller toward the bottom, so the steel pipe ( 21) Do not make the same diameter, and divide into the part that requires big resistance capacity and the part that does not need it. That is, as shown in FIG. 3, steel pipes 21-1 and 21-2 having different diameters are connected to the coupler 22. At this time, the coupler 22 is a release coupler having a change in diameter in order to connect steel pipes 21-1 and 21-2 of different diameters. Although two steel pipes of different diameters are used in the drawings, it is obvious that three or more steel pipes of different diameters are jointed in the same manner.

The coupler 22 is in the form of a pipe so that the steel pipe 21 can be respectively piped on both sides (up and down on the basis of the installation state) and the support jaw may be formed on the inner surface such that the steel pipes 21 are respectively supported. However, the steel pipe 21 is inserted so as not to cover the through hole 22a.

The through hole 22a may be extended to have a larger diameter while the filler 10 is introduced into the coupler 12 so as to quickly flow into the coupler 12.

In addition, when two or more couplers 22 are used, the plurality of through holes 22a are disposed on the ground side so that the filling material is filled from the inside of the pile hole 1. It can be formed with a larger diameter than that.

Although the connection structure of the steel pipe 21 and the coupler 22 is not shown in detail, various methods such as screw type and welding may be possible.

In addition, it is important that the steel pipe-shaped reinforcement 20 is disposed in the center of the pile ball 1, because the steel pipe-shaped reinforcement 20 is inclined toward one side of the pile ball (1) to the same force in all parts of the pile Because it can not be exercised.

Therefore, the spacer 23 may be applied so that the steel pipe-shaped reinforcement 20 is disposed at the center of the pile hole 1.

The gap retaining material 23 is disposed at the periphery of the steel pipe 21 (coupler 22 is preferably coupled to the steel pipe 21 so that interference does not occur because the filler 10 should be introduced) end is pile ( The inner circumferential surface of 1) (when the casing 2 is applied) is supported on the inner circumferential surface of the casing 2 so that the steel pipe 21 is disposed at the center of the pile hole 1.

The gap retaining material 23 can have any shape and structure that can arrange the steel pipe 21 such as a ring shape and a rod shape in the center of the pile hole 1, and the quantity of use for the steel pipe 21 is also variously changed. It is possible.

On the other hand, when steel pipes of different diameters are used, regardless of the diameter of the steel pipes, all steel pipes should be disposed at the center of the pile hole 1, and thus the spacer 23 may have a length from the steel pipe to the inner circumferential surface of the pile hole 1. Will be formed differently.

Additionally, shear reinforcement 24 may be applied to reinforce the bond between the fill 10 and steel reinforcement 20. The shear reinforcing material 24 is, for example, coupled to the circumference of the steel pipe 21 by welding or the like to protrude from the outer circumferential surface of the steel pipe 21. That is, since the shear reinforcing material 24 is inserted into the filling material 10, the longitudinal behavior of the steel pipe-type reinforcing material 20 and the filling material 10 may be prevented.

The steel pipe-type reinforcing material 20 configured as described above is inserted into the pile hole 1 filled with the filling material 10. The steel pipe-shaped reinforcement 20 is inserted into the pile hole 1 using a crane. When the spacing member 23 is applied, the steel pipe-shaped reinforcement 20 is inserted into the center of the pile hole 1 by the guidance of the spacing member 23. When the gap retaining material 23 is not applied, the steel pipe-type reinforcement 20 is inserted into the center of the pile hole 1 by installing a structure for centering the steel pipe-type reinforcement 20 at the inlet side of the pile hole 1. do.

Since the steel tube reinforcement 20 is inserted before curing of the filling material 10, the steel pipe type reinforcing material 20 is smoothly inserted and waits for curing of the filling material 10 when the insertion of the steel pipe type reinforcing material 20 is completed. .

FIG. 4 is a cross-sectional view of the filler 10 filled with the steel tubular stiffener 20, wherein the filler 10 is introduced into the steel tubular stiffener 20 through an open bottom of the steel tubular stiffener 20. Through the through hole (22a) of the coupler 22 is introduced into the steel pipe (21). That is, since the filler 10 is filled and cured in the through hole 22a of the coupler 22, the filler 10 and the steel pipe reinforcement 20 are firmly synthesized through the filler 10 filled in the through hole 22a. .

(S40) Casing draw.

If casing 2 is applied, draw casing 2 before filler 10 is cured. The gap generated by drawing the casing 2 will be filled with the filler material 10.

By pulling out the casing 2, the filler 10 and the steel pipe-type reinforcement 20 composite pile 100 according to the present invention are completed.

When the pile 100 is completed to process the head (protruding to the top surface). The head is installed to connect with the enlarged foundation that is built on the ground, for this purpose, the reinforcement pipe 30 is connected to the upper portion of the steel pipe-shaped reinforcement (20) by welding or the like. Reinforcing bar 30 is a tubular through which a plurality of transverse reinforcement 31 is penetrated or fixed, for example, the transverse reinforcement 31 is to expand the base reinforcing reinforcement 40 (a large number of vertical main reinforcement, the main reinforcing bar) It can be bound to a band reinforcing bar).

<Example 2>

Pressurized field-pouring pile construction method using the hole coupler according to the second embodiment of the present invention is as follows.

(S10) excavation.

Form a pile hole (1) in the ground using a drilling equipment such as auger. The pile ball 1 is formed in various depths and diameters according to the ground state or structure.

(S20) Insert steel pipe reinforcement.

The present invention is a pile by the synthesis of the steel pipe-shaped reinforcement and the filling material (to form a pile, for example, concrete), the steel pipe-shaped reinforcement 20 is made of a smaller diameter than the diameter of the pile hole 1, pile It is installed from the bottom of the ball to the ground entrance.

Since the steel pipe-shaped reinforcement 20 is configured in the same manner as applied to the first embodiment, reference is made to the description and the drawings of the first embodiment.

However, this embodiment does not fill the filling material first, but since the steel tube-type reinforcing material 20 is inserted first and then the filling material 10 is injected in a pressurized manner, the through-hole applied to the coupler performs the function of the discharge hole instead of the inlet hole. do.

(S30) Packer Installation and Filling.

The packer 50 is installed at the inlet of the pile hole 1.

The packer 50 expands with a fluid (air, cement milk, etc.) filled therein to seal the pile hole 1 and is formed in a ring shape so that the steel pipe 21 penetrates. In order to increase the sealing force by the packer 50 when the filler 10 is pressurized, a blocking plate may be further installed on the ground to prevent separation of the packer 50.

Filler 10 is injected and filled into the steel pipe (21).

The filling material injected into the steel pipe 21 is injected into the bottom of the pile hole 1 along the steel pipe 21 and the coupler 22 and filled from the bottom.

Filler 10 is filled from the bottom of the pile hole (1) to rise to the ground side, and also discharged to the outside of the steel pipe 21 through the through hole (22a) of the coupler 22 to the inside and outside of the steel pipe (11) Filler 10 is filled in all.

In this process, the packer 50 is a state in which no fluid is injected, so the pile hole 1 is open, and thus, the filler 10 is not filled in the entire section of the pile hole 1, and the filler 10 is Filled without pressurization.

Since the injection device of the filling material 10 can be used for all the construction of the site-pouring pile, detailed description of the configuration will be omitted.

(S40) Packer inflate and pressurized injection.

When the predetermined amount of the filling material 10 is filled through the packer installation and filling process (S40), the filling of the filling material 10 is stopped and the pile hole 1 is sealed.

In order to seal the pile hole 1, the fluid is injected into the packer 50 to expand the packer 50. The packer 50 is in close contact with the wall surface of the pile ball 1 and the outer circumferential surface of the steel pipe 21 by expansion, thereby sealing the pile ball 1, and thus, only the inlet of the steel pipe 21 is opened.

Filler is injected into the inside of the steel pipe (21). In this process, the filling material is pressurized at a predetermined pressure (usually pressurized at 10 kg / cm ² but above the maximum ground stress condition of the pile inlet) to compact the filling material to increase the strength of the pile formed in the pile hole 1. Can be.

Injection of the filling material 10 may be performed through various methods, and the amount of filling material that can be filled in the pile hole 1 may be first calculated, and then the calculated amount of filling material may be injected. However, since joints are formed in the ground, loss of some of the fillers injected into the pile hole 1 may occur, and the amount of fillers to be injected is easily calculated.

The composite pile 100 is constructed by curing the steel pipe-type reinforcement 20 and the filler through the above process.

(S50) Packer removal and tofu treatment.

When the injection of the filling material 10 is completed, the packer 50 is removed and the tofu is processed.

The tofu processing is the same as that in the first embodiment and thus will be omitted.

1: pile ball, 10: filling material
20: steel pipe reinforcement material, 21: steel pipe
22: coupler, 22a: through hole
30: reinforcement tube, 40: expansion base reinforcement
50: packer,

Claims (5)

A first step of drilling the pile hole (1) in the ground;
A second step of filling the filling material 10 in the pile hole formed through the first step;
A third step of inserting the steel pipe reinforcement 20 before the filling material filled through the second step is cured;
And a fourth step of processing the head of the steel pipe reinforcement after the third step,
In the third step, the steel pipe-type reinforcement is made of two or more steel pipes 21 through the coupler 22 provided with one or more through holes 22a, but toward the inside of the pile hole The diameter maintaining member 23 is formed to be smaller or made of a different diameter of the steel pipe through the coupler, and is coupled to the circumference of the steel pipe so that the steel pipe is arranged along the center of the pile hole A plurality of shear stiffeners 24 are formed to protrude from the circumference,
The filling material is introduced into the inside of the steel pipe through the through-hole of the coupler when the steel pipe-type reinforcement is inserted to cure in and out of the steel pipe-type reinforcement, characterized in that the construction of the pile integrated with the steel pipe-type reinforcement. Construction method of field-pouring piles using perforated coupler and shear reinforcement. A first step of forming the pile hole 1 in the ground;
A second step of inserting the steel tube reinforcement 20 into the pile formed through the first step;
A third step of installing a ring-shaped packer 50 at the inlet side of the pile hole after the second step, and then filling a filling material in the pile hole;
A fourth step of inflating the packer after the third step to seal the pile hole and press-filling a filler into the pile hole;
And a fifth step of removing the packer by pressing the filling material into the pile through the fourth step, and processing the head of the steel pipe reinforcement.
In the second step, the steel pipe-type reinforcement is made of two or more steel pipes 21 through the coupler 22 provided with one or more through holes 22a, but toward the inside of the pile hole The diameter maintaining member 23 is formed to be smaller or made of a different diameter of the steel pipe through the coupler, and is coupled to the circumference of the steel pipe so that the steel pipe is arranged along the center of the pile hole A plurality of shear stiffeners 24 are formed to protrude from the circumference,
In the third step and the fourth step, the filling material is filled or injected into the inside of the steel pipe-shaped reinforcing material is filled in the steel pipe-shaped reinforcing material and the pile hole through the through hole of the coupler to the steel pipe-shaped reinforcement and the The construction method for the construction of the field pile using the hole coupler and the shear reinforcement, characterized in that the filling material is synthesized integrally.

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