KR102195510B1 - Construction method for earth self-retaining wall using reinforcing member and PHC pile - Google Patents

Abstract

The present invention relates to a self-supporting earth protection method using a reinforcing member and a PHC pile capable of digging at a deep depth even if the root length is short in a narrow section of the site boundary line in an urban area, and the ground is drilled at regular intervals to make a drill hole. After formation, it includes a double eye beam approach step, which includes a double eye beam approach, a PHC pile approach, and a cast-in-place concrete pile production step including a double eye beam, a partial excavation step, and a self-supporting soil barrier file production step. Even if the root length of the cast-in-place concrete pile including the eye beam is shortened, it is possible to perform deep excavation and improve the constructability even if the cast-in-place concrete pile including the double-eye beam is not inserted into the deep depth. An additional support force corresponding to the main earth pressure is formed by forming a small-sized inclined reinforcing member connecting the horizontal reinforcing member combined with the poured concrete and vertical resistance reinforcing piles, so that even if the root length for passive earth pressure is shortened, it is sufficient to construct a soil barrier. Not only can it be carried out, but it also provides a self-supporting earth protection method using a reinforcing member and PHC pile that can excavate to a deep depth even in soft ground.

Description

Construction method for earth self-retaining wall using reinforcing member and PHC pile}

The present invention relates to a self-supporting earth protection method using a reinforcing member and a PHC pile capable of digging to a deep depth even if the root length is short in a narrow section of the site boundary line in an urban area.

The soil barrier construction method is a temporary structure to prevent soil or groundwater from entering the excavation ground when installing direct foundations, pile foundations, and underground structures.

Temporary facilities are used during construction and are demolished after completion of construction, and are temporarily used to construct the main body structure, and have been neglected in the past.However, recently, the construction has become large and complicated, and the cost, amount of construction, and construction time account for the entire construction. It has become very important because it has grown.

The construction method is composed of an earthen wall that supports the surrounding soil and a support material that supports the earthen wall, and can be classified in various ways according to the type of earthen wall and support material.

Representative soil barrier construction methods include H-beam and earth plate construction method, sheet pile construction method, main heat type soil barrier construction method, and slurry wall construction method.

H-beam and earth plate construction method is a method of installing a retaining wall by inserting an H-beam at regular intervals and inserting the earth plate between the H-beams at the same time as excavation.It is relatively simple and economical to install a strut brace or anchor to support the earth retaining wall. Although the air is short, the water resistance is low, so grouting reinforcement is required and countermeasures against the heaving phenomenon are required.

The sheet pile method is a method of forming an earth barrier by connecting steel board piles in a row. It is suitable for soft ground with high water resistance.

The main-row earthing method is a method of forming a main-rowed earthing wall by continuously driving on-site concrete piles.It is a low-noise method that reinforces the earthing wall by inserting reinforcing bars and H beams into the piles.It has excellent water resistance and high rigidity of the wall. Although there is little subsidence, it has the disadvantage that the construction cost is increased and the construction cost is relatively long.

On the other hand, in the main heat-type soil barrier method, the CIP method in which pre-assembled reinforcing bars and coarse aggregates are filled in the excavated ground, and mortar is injected to construct piles at the site, and the soil in the excavation hole is mixed with cement glue, and H beams or reinforcing bars are press-fitted. There is a soil cement method.

The slurry wall construction method is a construction method in which a concrete barrier wall is continuously installed by placing a reinforcing bar net into the ground while preventing the collapse of the ground by using a stabilizer solution during ground excavation. This construction method is suitable for urban construction in consideration of the safety of construction, pollution problems, and influence of adjacent buildings.

On the other hand, the above earth barrier construction method has no choice but to apply a limited construction method due to adjacent structures (roads, buildings, etc.) when excavating in urban areas. As a representative urban excavation method, H-beam is used as a main material to type in a planned location and The excavation method is generally used.

At this time, as a method of forming a wall between H beams, as described above, a wooden board (H-beam and earth plate method) or a cast-in-place pile, that is, a soil cement and a cast-in-place concrete pile method, are used as temporary facility walls as described above.

In the case of using cast-in-place piles, concrete is poured on the top of the piles, and the H-beam and the upper part of the cast-in-place pile are integrated to fix the upper part, which is called a cap beam.

In the conventional case, the cap beam was used only to arrange the horizontal line of the H beam and to suppress the displacement of the top of the cast-in-place concrete pile.

In other words, it could not be used as a strip to support the wall during excavation.

Therefore, for excavation, it is necessary to separately install the first stage strip in close proximity to the lower portion thereof, resulting in a problem of uneconomic construction.

In particular, all of the above-described construction methods have a problem in that they cannot be actually constructed due to earth pressure in a section with a narrow site boundary line in an urban area.

Moreover, in order to cope with the main earth pressure generated from the piles, the roots of the piles have to be penetrated to the ground about 1.5 to 2.5 times more than the exposed piles, but it is difficult to penetrate the piles to a deep depth in the narrow section of the site boundary line. When a situation to be done occurred, it was very difficult to work in a confined space.

In order to solve the above problems, various types of soil barrier construction methods have been conventionally proposed.

As an example, there is a two-row self-supporting soil filming method such as Korean Patent Registration No. 10-1692541 (hereinafter referred to as'Patent Document 1').

In the two-row self-supporting soil-blocking method as in Patent Document 1, the supporting power of the piles can be increased by connecting the piles before and after the piles.

In addition, there is a method of installing a raker in a two-row self-standing pile method, such as Korean Patent No. 10-0964995 (hereinafter referred to as'Patent Document 2').

The same construction method as in Patent Document 2 is configured to increase the supporting force of the retaining wall by arranging the raker in an inclined manner in the excavated space during the construction method of Patent Document 1 described above.

(Patent Literature 1) KR10-1692541 B1 Two-row self-supporting soil barrier construction for heat transfer and post-heat pile connection

(Patent Literature 2) KR10-0964995 Two-row thumb pile soiling method using a B1 raker

However, the two-row self-supporting soil barrier method as in Patent Document 1 can be very useful in a narrow section of the site boundary line by inserting and connecting the heat transfer piles and the post heat piles, but construction efficiency decreases by inserting double piles. There was a problem.

In addition, Patent Document 2 described above was able to increase the supporting power of the retaining wall by additionally installing a raker in the configuration of Patent Document 1, but since the above-described raker must be configured to be of a size sufficient to form a sufficient supporting force, the operator A. During the construction of the building wall or the foundation, the work space was very narrow, resulting in a problem of deteriorating workability.

In order to solve the above problems, the self-standing soiling method using a reinforcing member and a PHC pile according to the present invention has excellent torsional strength and buckling strength due to a higher section modulus than the existing H-beam even when the ground boundary line is insufficient. It is an object of the present invention to provide a reinforcing member capable of digging at a deep depth by using a double eye beam type self-supporting soiling pile that does not occur, and a self-standing soiling method using a PHC pile.

Another object of the present invention is by a pile for cast-in-place type soil containment including a double eye beam manufactured by combining a horizontal reinforcing member extending in the horizontal direction in which the excavation space is formed, to an in-place concrete pile including a double eye beam. Even if the root length, which is a non-exposed section for forming the passive earth pressure corresponding to the main earth pressure, is short, sufficient support force to respond to the main earth pressure is formed, and a deep-development can be carried out. When the horizontal reinforcing member is combined with the double eye beam, the purpose of this is to further improve the support power of the double eye beam and thereby improve the workability.

Another object of the present invention is to combine the horizontal reinforcing member to the double eye beam in the step of producing a double-eye beam self-supporting soil barrier, and then combine the small inclined reinforcing member connecting the double-eye beam and the horizontal reinforcing member to expose by trenching. As an additional support force corresponding to the main earth pressure generated in the exposed section of the double eye beam is formed, even if the length of the root length, which is the non-exposed section of the double eye beam for passive earth pressure formation, is shortened, it is possible to perform sufficient earth protection construction. The purpose of this is to prevent structural deformation of the double eye beam and ensure sufficient working space.

Another object of the present invention is to combine the vertical resistance reinforcing piles that are proximate to the excavation ground in the step of producing a double-eye beam self-standing soil barrier pile to a horizontal reinforcing member to form the non-exposed section of the double-eye beam for passive earth pressure formation. Even if it is formed short, the purpose of this is to make it possible to carry out the construction of the soil barrier sufficiently, and to allow the dug to be carried out at a deep depth even in the case of soft ground.

The present invention excels at deep depth by using a double eye beam type self-supporting soil retaining pile that does not cause deformation due to earth pressure due to its superior torsional strength and buckling strength due to a higher section modulus than the existing H-beam even when the ground boundary line is insufficient. Ki can be practiced.

In addition, a horizontal reinforcing member extending in the horizontal direction in which the excavation space is formed is combined with an on-site concrete pile including a double eye beam to respond to the main earth pressure by a cast-in-place type soil-retaining pile including a double eye beam. Even if the length of the root entrance, which is a non-exposed section to form passive earth pressure, is short, sufficient support to cope with the main earth pressure is formed so that a deep-development can be carried out. In particular, it is horizontal to the double eye beam in contact with the trench ground. When the reinforcing member is combined, the support power of the double eye beam can be further improved, thereby improving the workability.

In addition, in the double eye beam self-supporting stage of making piles for soil barriers, after assembling the horizontal reinforcing member to the double eye beam, a small inclined reinforcing member connecting the double eye beam and the horizontal reinforcing member is combined to form the double eye beam exposed by the trench. As an additional support force corresponding to the main earth pressure generated in the exposed section is formed, even if the length of the near-entry length, which is the non-exposed section of the double eye beam for passive earth pressure formation, is shortened, it is possible to perform sufficient soil barrier construction as well as the structural structure of the double eye beam. It can prevent deformation and secure enough working space.

In addition, it is sufficient even if the length of the root length, which is the non-exposed section of the double eye beam for passive earth pressure formation, is shortened by combining the vertical resistance reinforcement piles proximate to the excavation ground in the production stage of the double eye beam self-supporting soil barrier pile. It is a useful invention that not only can carry out earth protection construction, but also can perform digging to a deep depth even in the case of soft ground.

Figure 1 is a block diagram showing the sequence of the self-supporting earth protection method using a reinforcing member and a PHC file according to the present invention.
Figure 2 is a perspective view showing a pile for the cast-in-place type containing a double eye beam according to the present invention.
3 is a state diagram showing a step of producing a cast-in-place concrete pile and a double-eye beam according to the present invention.
Figure 4 is a state diagram showing a partial excavation step according to the present invention.
Figure 5 is a state diagram showing the step of producing a self-supporting soil barrier file.
6 is a state diagram showing a state in which the inclined reinforcing member is coupled in FIG. 5.
Figure 7 is a state diagram showing a state in which the vertical resistance reinforcing piles are combined in Figure 6;
Figure 8 is a state diagram showing another embodiment of combining the vertical resistance reinforcement pile in Figure 7.
Figure 9 is a state diagram showing an operating state of the cast-in-place type soil barrier pile including a double eye beam according to the present invention.

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

The present invention drills the ground at regular intervals as shown in FIG. 1 to form a perforated hole, and then a double eye beam intrusion step of proximal to the double eye beam, and a space between the perforation holes formed in the double eye beam intrusion step. A PHC pile is inserted into the drilled hole thus formed, and a PHC pile is poured and cured into the drilled hole with a double eye beam, and a cast-in-place concrete pile including a double eye beam is produced, and the double eye beam is included. The partial excavation step of partially excavating only the location where the cast-in-place concrete pile including the double eye beam including the double eye beam is formed to the planned excavation ground, and each double eye beam exposed through the partial excavation step In the included cast-in-place concrete pile, the first incision surface is formed so that the inner double eye beam is exposed to the outside, and the excavation space is formed horizontally so that resistance by the main earth pressure is generated in the exposed double eye beam. It may be accomplished by combining the reinforcing member to produce a self-supporting earth retaining pile including a double eye beam.

Here, the double eye beam in the production stage of the cast-in-place concrete pile and the double-eye beam includes the first and second plates facing each other, and the third and fourth plates are coupled to each other to form a cross-section of a ㅍ shape. It may be configured to extend in a vertical direction.

In addition, the first cut surface of the cast-in-place concrete pile including the double eye beam may be formed at a position in which the lower side of the horizontal reinforcing member can contact the ground for the excavation in the self-supporting soil barrier pile manufacturing step.

And in the step of manufacturing the self-supporting soil barrier pile, a second incision surface is further formed so that the double eye beam is exposed above the first incision surface formed in the in-situ concrete pile including the double eye beam, and then on the second incision surface. It is possible to further combine the exposed double eye beam and the inclined reinforcing member obliquely coupled to the horizontal reinforcing member.

In addition, in the step of manufacturing the self-supporting soil barrier pile, the horizontal reinforcing member may be further coupled with a vertical resistance reinforcing pile proximate to the dug ground.

In particular, the vertical resistance reinforcing pile in the self-supporting soil barrier pile manufacturing step includes a horizontal reinforcing member that includes a double eye beam after the horizontal reinforcing member is inserted into the excavation ground before combining the horizontal reinforcing member to the cast-in-place concrete including the double eye beam. It can also be combined with the cast-in-place concrete pile and the vertical resistance reinforcing pile, and after combining the horizontal reinforcing member to the cast-in-place concrete pile with double eye beams, the site at a location where the vertical resistance reinforcing pile can be connected to the end of the horizontal reinforcing member It is also possible to combine vertical resistance reinforcement piles after proximate to the excavation ground.

1. Cast-in-place type soiling pile with double eye beam

Looking at the on-site casting type soil barrier pile 100 including a double eye beam is as follows.

In the present invention, the cast-in-place type soil barrier pile 100 including a double eye beam is largely composed of a cast-in-place concrete pile 10 and a horizontal reinforcing member 20 including a double eye beam.

The cast-in-place concrete pile 10 including the double eye beam is a configuration formed by pouring and curing the concrete 12 after inserting the double eye beam 11 into the excavation space excavated at the site.

As shown in FIG. 2, the cast-in-place concrete pile 10 including the double-eye beam includes a first cut surface 13 in which a part of the concrete 12 of the exposed section A1 exposed to the outside is cut after some digging is performed. ), a part of the inner double eye beam 11 is exposed.

Here, the double eye beam 11 has a cross-sectional shape of ㅍ characters by combining the third and fourth plates 11c and 11d between the first and second plates 11a and 11b, and extends in the vertical direction when the soil barrier is constructed. It may be made of a high-strength steel material with a configuration proximate to the ground G1.

Next, the horizontal reinforcing member 20 is exposed by the first cut surface 13 of the cast-in-place concrete pile 10 including a double eye beam that is installed under the ground G1 and receives the main earth pressure when the soil barrier is constructed. It is a configuration for forming a supporting force on the cast-in-place concrete pile 10 including the double eye beam by combining it with the double eye beam 11.

Here, the horizontal reinforcing member 20 extends in the horizontal direction in which the excavation space O is formed, but the horizontal extension length is the depth of the excavation and the site including the double eye beam protruding under the excavation ground G2 It will vary depending on the depth of penetration of the poured concrete pile 10.

In particular, the material of the horizontal reinforcing member 20 is preferably made of a steel material.

Meanwhile, in the present invention, the inclined reinforcing member 30 may be further included.

The inclined reinforcing member 30 is formed to be inclined between the cast-in-place concrete pile 10 including the double eye beam extending in the vertical direction and the horizontal reinforcing member 20 extending in the vertical direction to connect them.

More specifically, of the cast-in-place concrete pile 10 including the double eye beam extending in the vertical direction, the exposed section A1 that is exposed without entering the excavation ground G2 and the horizontal reinforcing member extending in the horizontal direction It is a configuration to connect and support (20).

In the present invention, in order to couple the inclined reinforcing member 30 described above to the cast-in-place concrete pile 10 including the double-eye beam, the first cut surface formed on the cast-in-place concrete pile 10 including the double-eye beam A second cut surface 14 identical to the first cut surface 13 is formed on the upper side of (13), and the double eye beam 11 and the horizontal reinforcing member 20 exposed by the second cut surface 14 It is configured to be fixedly coupled to the inclined reinforcing member 30.

Here, the inclination angle of the inclined reinforcing member 30 is the depth of the excavation and the depth of the intrusion of the cast-in-place concrete pile 10 including the double eye beam proximate to the excavation ground G2 (hereinafter referred to as'near entry'. It depends on).

In addition, in the present invention can be configured to further include a vertical resistance reinforcement pile 40.

More specifically, it is a configuration for forming a reaction force on the horizontal reinforcing member 20 by combining the in-situ concrete pile 10 including the double eye beam on the opposite side of the combined position.

These vertical resistance reinforcing piles 40 may be coupled to the lower side of the horizontal reinforcing member 20 or may be coupled to the side of the horizontal reinforcing member 20.

Here, the horizontal reinforcing member 20, the inclined reinforcing member 30, and the vertical resistance reinforcing pile 40 are in the form of double eye beams, but are not limited thereto and may have cross-sections of various shapes. The member 20, the inclined reinforcing member 30, and the vertical resistance reinforcing pile 40 may be coupled using welding or fastening means such as bolts/nuts.

2. Independent earth protection method

The self-supporting soil barrier method using a reinforcing member and a PHC pile according to the present invention includes a double eye beam approach step, a PHC pile approach, and an on-site concrete pile production step including a double eye beam, a partial excavation step, and a self-supporting soil barrier file production step. It is made including, and the detailed process is as follows.

end. Double eye beam approach stage

This step is a step of proximate the double eye beam 11 constituting the pile 100 for the cast-in-place type including the double eye beam including the double eye beam to the ground G1, and FIG. 3(a) ), the ground (G1) is drilled and covered at regular intervals to form a perforated hole (H), and then a double eye beam (10) is inserted into a plurality of perforated holes (H) to complete this step.

Here, the formation of the perforated hole H may be performed using a conventional auger, and a casing may or may not be used depending on the condition of the ground.

In particular, in this process, the drilling should be performed in consideration of the depth for the excavation space O and the non-exposed section A2, which is the near-entrance of the double eye beam 10.

I. In-situ concrete pile production stage including PHC pile and double eye beam

This step is a step for manufacturing the cast-in-place concrete pile 10 including the PHC pile and the double eye beam.

Therefore, in this step, a number of perforated holes (H) are drilled and covered between the perforated holes (H) drilled during the double eye beam approach step, and a high-strength prestressed file, PHC file (P), is inserted into the double eye beam. This step can be completed by pouring and curing concrete in the perforated hole (H) adjacent to the beam 11.

All. Partial excavation stage

This step is a step of forming a partial excavation part () by excavating only the position where the cast-in-place concrete pile 10 including the double eye beam manufactured in FIG. 4 is manufactured.

That is, in this step, this step is a step for the production of the pile 100 for the cast-in-place type including the double eye beam described above, and the site including the double eye beam at the excavation depth equal to the depth of the excavation planned by the first operator. This is a step to secure space for the production of the cast-in-place-type soil barrier pile 100 including the double eye beam and prevent the phenomenon that the excavation space collapses by partially excavating only the location where the poured concrete pile 10 was manufactured.

la. Production stage of pile for self-supporting earth protection

In this step, the horizontal reinforcing member 20 is combined to the on-site concrete pile 10 containing the double eye beam through the partial excavation section E formed in the previous partial excavation step. This is a step of manufacturing the pile 100 for pouring type soil barriers.

Here, the horizontal reinforcing member 20 in the present invention is a fastening means (not shown in the drawing) to the cast-in-place concrete pile 10 including a double eye beam at a position in contact with the excavation ground G2 as in FIG. 5 Or they are combined by welding or the like.

In particular, in this step, a double eye beam is included by further combining an inclined reinforcing member 30 that is obliquely coupled between the cast-in-place concrete pile 10 including the double eye beam and the horizontal reinforcing member 20 as shown in FIG. 6. It is also possible to produce a pile (100) for cast-in-place type soiling.

To this end, in the present invention, a second cut surface 14 identical to the first cut surface 13 is formed above the first cut surface 13 formed in the cast-in-place concrete pile 10 including the double eye beam, The inclined reinforcing member 30 can be coupled in a state in which the double eye beam 11 of is exposed.

In addition, as shown in FIG. 7, the horizontal reinforcing member 20 further combines a vertical resistance reinforcing pile 40 proximate to the excavation ground G2 to provide a cast-in-place type soil barrier pile 100 including a double eye beam. You can also make it.

Here, the above-described vertical resistance reinforcement pile 40 is to dig the vertical resistance reinforcement pile 40 before coupling the horizontal reinforcement member 20 to the in-situ concrete pile 10 including the double eye beam. It can be combined in a state close to it, or reinforced vertical resistance at a position adjacent to the horizontal reinforcing member 20 after combining the horizontal reinforcing member 20 to the cast-in-place concrete pile 10 including the double eye beam as shown in FIG. After the pile 40 is installed, the horizontal reinforcing member 20 and the fastening means (not shown in the drawings) or welding may be used.

The present invention can complete the construction by performing the excavation work after the step of producing the self-supporting soil barrier described above.

On the other hand, looking at the action of the present invention,

The present invention is an in-situ concrete containing double eye beams constituting the in-situ-type soil-retaining pile 100 including a double-eye beam as a soil barrier construction method using a double-eye beam The pile 10 is produced by pouring and curing the concrete 12 after perforation of the ground G1 and the insertion of the double eye beam 11 for the construction of the soil barrier.

At this time, the self-supporting soil barrier pile 100 using the on-site concrete pile including the double eye beam according to the present invention is the third and fourth plates 11c and 11d between the first and second plates 11a and 11b. This is combined to form a cast-in-place concrete pile 10 including a double eye beam using a double eye beam 11 having a ㅍ shape in cross section.

Accordingly, even when the ground boundary line is insufficient, the double eye beam 11 has a higher cross-sectional modulus than the existing H-beam and has excellent torsional strength and buckling strength, so that it is possible to break through to a deep depth.

Meanwhile, as shown in FIG. 9, the cast-in-place concrete pile 10 including the double eye beam has an exposure section A1 exposed to the outside from the ground G1 to the excavation ground G2, and the excavation ground ( In G2), it consists of a non-exposed section (A2), which is the near entry point to the location where the lower end of the cast-in-place concrete pile (10) containing the double eye beam is formed, and in the case of the exposed section (A1), the double eye beam is included. The cast-in-place concrete pile (10) expands due to the change in the volume of the soil in the backfill and generates an acive earth preussure based on the excavation ground (G2), and the non-exposed section (A2) is passive. Earth pressure (passive earth pressure) is generated.

In the present invention, by combining the horizontal reinforcing member 20 to the cast-in-place concrete pile 10 including the double eye beam exposed after construction for the excavation space O, the formation of passive earth pressure corresponding to the main earth pressure as described above is achieved. Even if the length of the non-exposed section (A2) is shortened, the exposed section (A1) of the cast-in-place concrete pile (10) including the double eye beam can form a supporting force capable of sufficiently responding to the main earth pressure while forming a double eye. It is possible to obtain an effect of preventing deformation of the cast-in-place concrete pile 10 including the beam.

That is, when the main earth pressure generated as shown in FIG. 9 is generated, the force is only the passive earth pressure generated in the non-exposed section (A2), which is the near position, and in the normal case, compared to the exposed section (A1), the non-exposed section ( The ratio of A2) should be formed in a length of 1: 1.5 ∼ 2.5. Therefore, if the depth of the excavation is to be formed deeper, the non-exposed section (A2) should also be relatively deeper. It is difficult to form the phosphorus non-exposed section (A2) deeper, and it is difficult to form the depth of the trench deeper.

Accordingly, the present invention extends in a direction in which the horizontal reinforcing member 20 disposed so as to contact the excavation ground G2 can resist the main earth pressure generated in the cast-in-place concrete pile 10 including the double eye beam. When the main earth pressure is generated in the cast-in-place concrete pile 10 including the double-eye beam, a reaction force (①) is generated in the horizontal reinforcing member 20 as shown in FIG. 9, and the in-place concrete containing the double-eye beam Since the pile 10 is supported, the level of the passive earth pressure, that is, the length of the non-exposed section (A2), which is the near-entry length, is short compared to the exposed section (A1) of the cast-in-place concrete pile (10) including the double eye beam. It is possible to obtain the effect of enabling the digging construction to a deep depth by the support force of the reinforcing member 20.

In particular, by the action of the horizontal reinforcing member 20, even if there is no configuration such as an existing raker or an earth anchor, sufficient support is formed, so that it is possible to obtain an effect of enabling the digging construction to a deep depth.

In addition, the above-described supporting force acts to prevent deformation of the cast-in-place concrete pile 10 including the double eye beam due to the main earth pressure.

Meanwhile, in the present invention, an inclined reinforcing member 30 for connecting the double eye beam 10 and the horizontal reinforcing member 20 is further included.

The inclined reinforcing member 30 generates additional supporting force as well as the force supporting the cast-in-place concrete pile 10 including the double eye beam by the horizontal reinforcing member 20, and further, horizontal reinforcing as shown in FIG. Since the reaction force (②) at a position different from the member 20 supports the cast-in-place concrete pile 10 including the double eye beam, it is possible to prevent structural deformation of the double eye beam 10 due to the main earth pressure as well as the supporting force. You can also get the effect that can be obtained.

In particular, the inclined reinforcing member 30 as described above has a structure that connects the cast-in-place concrete pile 10 including the double eye beam and the horizontal reinforcing member 20, so even if it is formed smaller than the size of the conventional raker, it is sufficient Since it forms a supporting force, it is possible to secure a sufficient working space when constructing a building wall or a floor foundation.

In addition, in the present invention, the vertical resistance reinforcing pile 40 may be further coupled to the lower side of the opposite side of the horizontal reinforcing member 20 coupled to the double eye beam 10.

The vertical resistance reinforcing pile 40 is a configuration that protrudes downward from the excavation ground G2, and the reaction force (③) in the vertical resistance reinforcement pile 40 supports the horizontal reinforcing member 20 as shown in FIG. 9. Therefore, it is possible to obtain the effect of the double pile, as well as to increase the bearing capacity even when the ground is soft, so that the digging can be carried out to a deep depth when the soil barrier is constructed.

In particular, the above-described vertical resistance reinforcing pile 40 can be coupled to the lower side or side of the horizontal reinforcing member 20, and when coupled to the lower side, a greater reaction force can be obtained. Convenience can be improved.

Although the above-described embodiment has been described with respect to the most preferred example of the present invention, it is not limited to the above embodiment, and various modifications are possible within the scope of the technical spirit of the present invention. It's obvious to the technologists.

P: PHC pile H: Drill hole
G1: Ground G2: Ground for excavation O: Space for excavation
100: On-site casting type soil barrier file with double eye beam
10: On-site concrete pile with double eye beam
11: double eye beam
11a: first edition 11b: second edition 11c: third edition 11d: fourth edition
12: concrete 13: first cut surface 14: second cut surface
A1: Exposure section A2: Non-exposed section
20: horizontal reinforcing member
30: slope reinforcing member
40: vertical resistance reinforcement pile

Claims (7)

A double eye beam approach step of drilling the ground at regular intervals to form a drilling hole and then inserting a double eye beam;
A PHC pile is inserted into the drilled hole formed by drilling the space between the drilled holes formed in the double eye beam protruding step, and the PHC pile inserting and curing concrete into the drilled hole with the double eye beam Included in-place concrete file production step;
A partial excavation step of partially excavating only the position where the cast-in-place concrete pile including the double-eye beam is formed to the planned excavation ground in the step of producing the cast-in-place concrete pile including the double eye beam;
In the cast-in-place concrete pile including each double-eye beam exposed through the partial excavation step, the first incision surface is formed so that the internal double-eye beam is exposed to the outside, and then the resistance by the main earth pressure to the exposed double-eye beam Including; a self-supporting earth retaining file manufacturing step of producing a cast-in-place type earth retaining pile including a double eye beam by combining a horizontal reinforcing member extending in the horizontal direction in which the excavation space is formed so that this occurs,
The first cut surface of the cast-in-place concrete pile including the double eye beam in the self-supporting soil barrier pile production step is formed at a position where the lower side of the horizontal reinforcing member can contact the dug ground,
In the self-standing soiling pile manufacturing step, the horizontal reinforcing member is further coupled with vertical resistance reinforcing piles proximate to the excavation ground. A self-standing soiling method using a reinforcing member and PHC pile.
The method of claim 1, wherein the double eye beam in the production step of the cast-in-place concrete pile and the double eye beam is formed by combining the third and fourth plates between the first and second plates facing each other. A self-supporting soil barrier method using a reinforcing member and PHC pile, which is made in a cross section but is configured to extend in a vertical direction.
delete The method of claim 1, further forming a second cut surface so that the double eye beam is exposed above the first cut surface formed in the cast-in-place concrete pile including the double eye beam in the step of manufacturing the self-supporting soil barrier pile, A self-standing soil barrier method using a reinforcing member and a PHC pile characterized by further combining a double eye beam exposed by the second incision surface and an inclined reinforcing member obliquely coupled to the horizontal reinforcing member.
delete The method of claim 1, wherein the vertical resistance reinforcing pile in the step of manufacturing the self-supporting soil retaining pile includes a horizontal reinforcing member and a double eye after inserting the horizontal reinforcing member into the excavation ground before bonding the horizontal reinforcing member to the cast-in-place concrete including a double eye beam A self-supporting earth protection method using reinforcing members and PHC piles, which are characterized by combining in-place concrete piles with beams and vertical resistance reinforcing piles.
The method of claim 1, wherein the vertical resistance reinforcing pile is combined with the horizontal reinforcing member to the in-situ concrete pile including the double eye beam, and then the vertical resistance reinforcing pile is coupled to the end of the horizontal reinforcing member. A self-supporting earth protection method using reinforcing members and PHC piles characterized by combining vertical resistance reinforcement piles after entering the dug ground at a possible location.

Images