KR101787366B1 - A Retaining wall using Precast pile and Construction method thereof - Google Patents

Abstract

The present invention relates to a method of constructing a retaining wall using a pile constructed using a foundation pile in a top-down manner, comprising the steps of: forming a plurality of fabric tools and inserting piles; A second step of excavating the front and back portions of the piles to form excavation portions; A third step of installing a coupling beam connecting the piles; Installing a plurality of supporting bars inserted into a back ground of the excavating unit; Installing a reinforcing net on the upper side of the supporting reinforcing bars; Step 6 for laying the nonwoven fabric; Further comprising the steps of: 7) installing a plurality of binding beams above the binding beams; Filling the upper side of the reinforcing net with drainage material; A ninth step of installing a nail ring or an earth anchor which penetrates the binding beam and is coupled to the back ground of the excavation part; And installing a drain pipe on the lower side of the excavating unit and installing the foundation concrete.
It is possible to securely construct a building even if there is a building or the like on the back side of the retaining wall by using the present invention and to avoid the need to install a hysteresis to prevent the collapse of the cut surface and to shorten the construction period and save construction cost, Effect can be provided.

Description

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a retaining wall using a conventional pile,

BACKGROUND OF THE INVENTION 1. Field of the Invention [0001] The present invention relates to a retaining wall utilizing an established pile and a construction method thereof.

Due to the nature of our country, which has a lot of mountainous terrain, there are many cases where slopes are cut in the process of constructing roads, railways, industrial complexes and residential land, and a retaining wall is installed at the bottom of cut slopes. Such a retaining wall is a kind of soil structure which can securely use the space on the front surface of the retaining wall while supporting the earth pressure of the back soil, and is usually made of a base plate, a wall and a pillar member.

These retaining walls are generally constructed in the form of an L-shaped retaining wall, an inverted L-shaped retaining wall, an inverted T-shaped retaining wall, etc., and concrete is directly placed in a predetermined shape by using a form in the field, In the case of a construction in which the base plate and the wall are installed in a space formed by the foundation treader, It is common.

However, in the case where a building or transmission tower is located on the back of the location where the retaining wall is to be installed, if the back soil is excessively cut off, the stability of the back surface facilities deteriorates. Therefore, in order to secure safety during cutting, There is a disadvantage to be installed. In this case, the cost associated with the provision of the rebar for preventing the collapse of the cut surface is increased, and the retaining wall is constructed only from the bottom until the cut surface is entirely excavated, so that an increase in the construction period can not be avoided.

In addition, in the case of a retaining wall installed on the front of the cut slope, a retaining wall having a beauty that can harmonize with the surrounding environment is required. In the conventional construction method, since the wall of the retaining wall is constructed by using the cast concrete, It is difficult to construct the construction.

In order to solve the above problems, techniques for a retaining wall construction utilizing a steel pile pile or a PHC pile or the like have been developed.

For example, Korean Patent No. 10-1112107 discloses a retaining wall provided with a collecting port using a circular PHC pile and a construction method thereof (see Figs. 11A to 11C). A plurality of circular PHC piles 2 spaced apart from the ground 100 by a predetermined distance; A plurality of circular band-shaped steel bands 21 formed at a predetermined distance in the longitudinal direction of the PHC pile 2 so as to surround the PHC pile 2; A plate-shaped bar plate 22 spaced apart from the PHC pile 2 and having one surface parallel to the longitudinal direction of the outer surface of the PHC pile 2; A plurality of plate-shaped stoppers (3) having a predetermined length for connecting and fixing the steel band (21) formed on the PHC pile (2) and the plate (22); At least one closed wall body (4) sandwiched between said stoppers (3) of each adjacent PHC pile (2); A collecting hole 6 vertically extending integrally at the center of the inner surface of the closed wall body 4; A fixing bolt 5 for fixing the closed wall body 4 to the plate 22 through the plate 22 at a portion where the stopper 3 is fixedly connected; And a cap concrete (7) for finishing the upper portion of the PHC pile (2). The retaining wall (1) includes a circular PHC pile. The circular PHC pile is separated from the circular PHC pile by a predetermined distance A retaining wall is embedded in the ground to provide a self-supporting retaining wall. The PC panel is used as the finishing wall. The connecting part is finished with mortar to form a beautiful appearance of the retaining wall. The finishing wall is laminated between PHC piles. The stopper is directly installed at the construction site according to the height of the retaining wall to provide convenience of the retaining wall and the vertical wall is formed along the inner side of the wall of the built up wall of the retaining wall to eliminate the excellentness of the back wall of the finished wall, So as to prevent the occurrence of such a problem.

However, the prior art supports the back soil pressure only by the PHC pile 2, so that as the number of PHC piles 2 is increased excessively and the height of the retaining wall is increased, the depth of insertion of the PHC pile 2 must also be deepened Therefore, there is a problem that the construction cost and the construction period are increased, and it is difficult to apply to a height over a predetermined height.

In addition, the structural stability of the retaining wall deteriorates due to the absence of a structure for imparting a bonding force between the pile and the pile. Although the cap concrete is laid on the upper part, the restraint effect on the entire length of the pile is limited, There is a problem that it is unstable.

Also, Korean Patent No. 10-1599931 discloses " Rapid construction retaining wall using steel band PHC pile and precast panel, and construction method thereof "(refer to FIGS. 12A to 12D) And a PC panel 4, which is made of a precast concrete member and supports the rear gypsum 400 at the rear side. The PHC pile 1 comprises a pile body 10 made of a concrete member of a hollow 11, a steel band 2 integrally provided with the pile body 10 with a plurality of longitudinally spaced apart members, A front steel beam 3 extending from the web 34 and flange 32 and having a web 34 coupled to the steel strip 2 with the flange 32 facing forward; A first engaging hole 21 is formed at a position where the web 34 of the front steel beam 3 is engaged with at least one steel strip 2 provided on the pile main body 10; A first through hole 101 and a second through hole 102 passing through the pile body 10 are formed rearward at a position where the first engaging hole 21 of the steel strip 2 is formed; In the front steel beam 3, a perforation hole 31 is formed through the flange 32 at a position corresponding to the first engaging hole 21 of the steel strip 2, 33 are formed; The second through hole 102, the hollow 11, the first through hole 101, the first coupling hole 21, the penetrating portion 33, and the through hole 33 in the PHC pile 1 from the rear surface to the front direction. ) And a perforation hole (31), the PHC pile (1) is formed with forward and backward through holes penetrating in the front and rear direction; PHC piles (1) are provided with a plurality of transversely spaced lower ends of the pile body (10) in a state where they penetrate into the ground and stand upright; The PC panel 4 is vertically inserted and installed such that its lateral edge is sandwiched between the front surface of the pile body 10 and the flange 32 of the front steel beam 3; A tensile material 37 having a rear end fixed to the backsided gravel 400 is disposed at the rear of the PHC pile 1. The front end of the tensile material 37 passes through the front and rear through holes of the PHC pile 1, A retaining wall (see claim 1) characterized in that it is fixed to the front surface of the pile (1) so that a supporting force for supporting the back earth pressure is exhibited by the tensile material (37) By constructing the retaining wall by using the panel, it is possible to construct the retaining wall safely even in the vicinity of the existing structure in the city center by not needing the foundation for the foundation and by constructing the retaining wall within a short time, the efficiency and economical efficiency of the retaining wall construction And the like.

However, in the above-mentioned prior art, there is a problem that the pile is structurally unstable because the pile is made to behave individually due to the absence of a coupling device connecting the piles.

In addition, when forming a perforation hole for pile insertion, it is required not only to drill a diameter larger than the diameter of a conventional PHC pile, but also to insert a space for inserting the PC panel 4 into a hole There is a problem that construction is difficult and construction cost is increased.

Since the PHC pile 1 is to be buried in advance with the steel strip 2 provided with the tube member 28, it is not possible to use a PHC pile, which is a conventional pile, There is a problem that the cost increases.

In addition, since the tensile material 37 must be applied through the narrow first through holes 101 and the second through holes 102, there is a problem that the construction is not easy.

In addition, since the ground water or the like flowing out from the back surface can not be treated, the earth pressure increases and groundwater leaks through the joint of the PC panel 4 or the connection point between the PC panel 4 and the front steel beam 3, There is a problem that it gets worse.

Patent 1: Korean Patent No. 10-1112107 Patent 2: Korean Patent No. 10-1599931

In order to solve the above-mentioned problems, according to the present invention, by constructing a retaining wall in a top-down manner by using an established pile, even when there is a building or the like on the back wall of a retaining wall, work can be carried out safely, The construction period is shortened, the construction cost is saved, and the retaining wall using the pile for improving the workability and the construction method thereof are provided.

Also, it is intended to provide a retaining wall and a construction method thereof using a standing pile in which stability of the retaining wall is increased by increasing the rigidity between the piles by providing a coupling beam connecting the piles.

In addition, by retaining the bundle beam on the ground with nailing or earth anchor, it is possible to increase the installation height of the retaining wall, minimize the insertion depth of the pile, increase the lateral installation distance of the pile, And to provide a method of construction thereof.

In addition, it is intended to provide a retaining wall using a pile and a construction method thereof, in which the rigidity and stability of the retaining wall are increased by forming a closed wall with concrete wall concrete at the front of the retaining wall.

A method of constructing a retaining wall using an existing pile according to an exemplary embodiment of the present invention is a method of constructing a retaining wall using an existing pile for constructing a retaining wall in a top-down manner using an existing pile, A step of forming a cloth tool of the plurality of cloth tools and inserting a pile into the plurality of cloth tools; A second step of excavating the front and back portions of the piles to form excavation portions; A third step of installing a binding beam connecting the lower portions of the piles; Installing a plurality of supporting bars through the binding beams and inserted into a back ground of the excavation unit; Installing a reinforcing net on the upper side of the supporting reinforcing bars; (6) placing a nonwoven fabric on the upper side of the reinforcing net or / and the entire surface of the ground of the excavating portion; A plurality of binding beams for connecting the piles to the upper side of the bundle beam; Filling the upper side of the reinforcing net with drainage material; A ninth step of installing a nail ring or an earth anchor which penetrates a part of the binding beams and is coupled to a back ground of the excavation part; And installing a drain pipe on the lower side of the excavating unit and installing the foundation concrete.

The method may further include the step of providing a waterproof sheet on the front surface or the back surface of the binding beam.

The method may further include the step of providing a plurality of tying ties for formwork connection in the bundling beam, and installing horizontal reinforcing bars and vertical reinforcing bars for the concrete concrete walls.

Further, the method may further include the step of excavating a front portion and a back portion of the pile at a lower side of the excavating portion to form a further excavation portion, and further performing the third to ninth steps.

The method may further include a concrete placing step of fastening a formwork to a binding tie, providing a formwork reinforcement on the front surface of the formwork, and placing concrete between the formwork and the binding beam.

Further, the hollow portion of the piles may be characterized by being filled with cement paste, mortar, or concrete.

Also, the binding beam may include a connection portion provided between the pile and the pile, and a wrapping portion coupled to both ends of the connection portion and a portion of the pile.

Also, the binding beam includes a fastening portion bent to the outside of the pile in the reinforcing portion, and the fastening portion is formed with a bolt hole for mutual coupling with the adjacent fastening portion and a reinforcing bar into which the horizontal reinforcing bar is inserted. have.

Further, the binding beam includes a bending portion bent downwardly from the lower side of the connecting portion, or the lower side of the connecting portion and the lower side of the wrapping portion, and thereby the supporting force between the binding beams increases, .

Further, the waterproof sheet is fixed to the binding beams by alternately arranging the upper and lower binding beams on the back surface and the front surface.

Further, the drainage material may be characterized by being composed of at least one of crushed stone, rubble, fine gravel, and sand.

In addition, the coupling beam on which the nailing or earth anchor is installed may have a U-shaped or H-shaped cross section, and both the U-shaped or H-shaped flanges are coupled to the woven band.

In addition, the retaining wall utilizing the pre-formed pile according to an embodiment of the present invention is characterized in that, in a retaining wall utilizing a built-up pile installed in a top-down manner using an established pile, A plurality of piles inserted into the piles; A plurality of binding beams installed continuously in the up, down, left, and right directions to connect the plurality of piles together and to support the back earth pressure; And a drainage material filled between the binding beams and the backside ground.

In addition, a plurality of supporting bars inserted through the binding beam to the back ground and a reinforcing net disposed above the supporting bars may be provided on the lower side of the drainage member to support the drainage member.

The nonwoven fabric may further include a nonwoven fabric disposed on the upper side of the reinforcing net or / and on the entire surface of the back ground.

And a nailing or earth anchor penetrating the binding beam and coupled to the back ground.

The waterproof sheet may be provided on the front surface of the binding beams, or may be provided on the back surface of the binding beams, or alternately on the front surface and the back surface of the binding beams Is installed.

In addition, the apparatus may further include a horizontal reinforcing bar and a vertical reinforcing bar provided on the binding beam, and concrete placed on the front of the binding beam while the horizontal reinforcing bar and the vertical reinforcing bar are embedded.

Also, the binding beam may include a plate-shaped connecting portion provided between the pile and the pile, and a semicircular wrapping portion coupled to both ends of the connecting portion and surrounding a part of the pile.

In addition, the bundling beam may include a fastening portion bent to the outside of the pile in the wrapping portion, and a bolt hole may be formed in the fastening portion for mutual coupling with the adjacent fastening portion.

Further, the binding beam includes a bending portion bent downwardly from the lower side of the connecting portion, or the lower side of the connecting portion and the lower side of the wrapping portion, and thereby the supporting force between the binding beams increases, .

Further, a cross section of a part of the plurality of binding beams may be a U-shaped or H-shaped, and both the U-shaped or H-shaped flanges may be coupled to the woven band.

By constructing the retaining wall in a top-down manner by using the constructed pile through the present invention, it is possible to perform the construction safely even when there is a building or the like on the back wall of the retaining wall, and there is no need to install a rebuke for preventing collapse of the cut surface, Can be shortened, the construction cost can be saved, and the workability can be improved.

Also, by providing a coupling beam connecting the piles, the stiffness between the piles can be increased and the stability of the retaining wall can be increased.

Further, by fixing the binding beams to the ground with nailing or earth anchors, it is possible to provide an effect that the installation height of the retaining wall is increased, the insertion depth of the pile is minimized, and the lateral installation interval of the pile is increased.

In addition, by forming the finished wall body with the wall concrete on the front surface of the retaining wall, it is possible to provide an effect that the rigidity and stability of the retaining wall are increased.

FIGS. 1 to 10 are diagrams showing steps of a method for constructing a retaining wall using a conventional pile according to an embodiment of the present invention.
11 and 12 are diagrams showing a conventional technique.

Hereinafter, some embodiments of the present invention will be described in detail with reference to exemplary drawings. In the drawings, like reference numerals are used to refer to like elements throughout the drawings, even if they are shown in different drawings. In the following description of the embodiments of the present invention, a detailed description of known functions and configurations incorporated herein will be omitted when it may make the difference that the embodiments of the present invention are not conclusive.

In describing the components of the embodiment of the present invention, terms such as first, second, A, B, (a), and (b) may be used. These terms are intended to distinguish the constituent elements from other constituent elements, and the terms do not limit the nature, order or order of the constituent elements. When a component is described as being "connected", "coupled", or "connected" to another component, the component may be directly connected or connected to the other component, May be "connected "," coupled "or" connected ".

Hereinafter, a method of constructing a retaining wall using an established pile according to an embodiment of the present invention will be described in detail with reference to FIGS. 1 to 10. Hereinafter, the front side refers to the front side of the retaining wall, that is, the side where the facility is installed or used as a space after the excavation, and the back side refers to the opposite side of the front side, that is, the side not to be excavated.

The method of constructing a retaining wall using an existing pile according to an exemplary embodiment of the present invention is a method of constructing a self supporting type retaining wall by using an existing pile such as a steel pipe pile or a PHC pile or the like and there is no base plate constituting a retaining wall, It can be very usefully applied to the construction of a retaining wall adjacent to an existing structure.

In this embodiment, a retaining wall is constructed by a top-down method using an established pile. A plurality of cloth tools are formed on a ground to be used as a retaining wall, and piles 10 are inserted into the plurality of cloth tools step; A second step of excavating a front surface and a back surface of the piles 10 to form an excavation part; A third step of installing a coupling beam 20 connecting the lower portions of the piles 10; Installing a plurality of support beams (30) through the binding beams (20) and inserted into the back ground of the excavation unit; Installing a reinforcing net (32) on the upper side of the supporting bars (30); A step (6) of laying a nonwoven fabric (34) on the upper side of the reinforcing net (32) and / or on the entire surface of the paper sheet of the excavation part; A plurality of binding beams (20) connecting the piles (10) to the upper side of the binding beam (20); Filling the drainage material (40) on the upper side of the reinforcing net (32); (C) installing a nail ring (50) or an earth anchor (50) through a part of the binding beams (20) to be coupled to the back ground of the excavation part; And installing a drain pipe (62) on the lower side of the excavating unit and installing the foundation concrete (60).

Step 1 is a step of forming a plurality of cloth tools so as to be spaced apart from each other on the ground where the retaining wall is to be installed, and inserting the piles 10 into the plurality of cloth tools. That is, a step of forming a cloth tool and inserting the pile 10 so as to be spaced apart at regular intervals along the direction of the wall of the retaining wall.

The pile tool 10 can be firmly fixed to the cloth tool by piercing the pile 10 with a minimum diameter to which the pile 10 is inserted, Can be reduced. The separation distance between the piles 10 is determined in consideration of the rigidity of the pile 10 or the binding beam 20 to be described later, the performance of the nail ring 50 or the earth anchor 50, the type of the ground, Can be determined.

In this embodiment, the pile 10 inserted in the cloth tool can be used as a steel pipe pile or a PHC pile or the like to save the cost, time, and the like of preparing or preparing a new pile.

Since the hollow portion of the steel pipe pile and the PHC pile are formed, the durability and rigidity of the pile 10 are increased by filling the hollow portion with the cement paste, mortar, and concrete after the pile 10 is installed. As a result, The stability can be increased.

Step 2 is a step of excavating a part of the front surface and the back surface of the piles 10 inserted into the cloth tool. Excavating a part of the back surface is to secure a space for filling the drainage material 40 in a step to be described later. Therefore, it is preferable that the excavation of the back surface is such that the drainage material 40 is filled and the groundwater flowing out from the backside can be induced and discharged.

The excavation in the second stage is the first stage excavation to divide the retaining wall construction section from the upper part to the lower part in multiple stages and then to construct from the upper side to the top down method. However, if the height of the retaining wall is not high or if the backing soil is good, it is possible to complete the excavation once it is not necessary to divide it into multiple stages. In this case, the excavation can be finished by the two-stage excavation.

When the tower-down method is applied from the upper side to the lower side after dividing the retaining wall into the multi-stages, the horizontal displacement of the back wall of the retaining wall can be remarkably reduced, thus securing the stability of the construction and convenience.

Step 3 is a step of installing a coupling beam 20 connecting the lower portions of the piles 10. [ That is, the binding beams 20 are installed by connecting the lower portions of the piles 10 exposed in the excavation portion.

The binding beam 20 may have a through-hole through which the support bar 30 to be described later can be inserted.

Step 4 is a step of installing a plurality of supporting bars 30 penetrating through the binding beams 20 and inserted into the back ground of the excavation unit. The supporting bar 30 may be a structure for supporting the reinforcing bar 32, the nonwoven fabric 34, the water discharging member 40 and the like, which will be described later.

The supporting beam 30 is inserted into the through hole of the binding beam 20 and is then hammered with a hammer or the like to insert a part of the supporting bar 30 into the base sheet and then a nut is fastened from the outside of the binding beam 20, 20). The support beam 30 is capable of supporting the upper load of the drainage material 40 or the like through the ground plate and the binding beam 20.

That is, the supporting bar 30 supports the drainage member 40, which will be described later, which is filled in the excavated portion in the tower-down method, thereby preventing the drainage member 40 from flowing downward during the next excavation.

The supporting bar 30 is not limited to a circular bar or a deformed bar. In other words, any material can be used as long as it is a steel material having a circular shape, a square shape, or the like, capable of supporting the reinforcing net 32 and the drainage material 40 described later, or a material having such rigidity. It is possible to install more reinforcing bars in the direction perpendicular to the above.

Step 5 is a step of installing a reinforcing net 32 on the upper side of the supporting bars 30. The reinforcing net 32 may be selected in consideration of the spacing of the support beams 30 and the size of the drainage material 40 in order to support the drainage material 40 in a step to be described later. That is, the size of the eye of the reinforcing net 32 is usually smaller than the interval of the supporting beam 30 and smaller than the diameter of the water discharging member 40. However, when the nonwoven fabric 34 to be described later is placed on the upper side of the reinforcing net 32, it is not necessarily smaller than the drainage material 40 and may be somewhat larger.

In the case of the reinforcing net 32, it is also possible to use other materials as long as it can support the drainage material 40, the nonwoven fabric 34 and the like which will be described later.

Step 6 is a step of laying the nonwoven fabric 34 on the upper side of the reinforcing net 32 or / and on the entire surface of the paper of the excavation part. That is, the nonwoven fabric 34 may be provided only on the front surface of the paperboard of the excavating portion, only on the upper side of the reinforcing net 32, or on both the upper side of the reinforcing net 32 and the front surface of the paper. The nonwoven fabric 34 installed on the front surface of the excavating section performs the function of geosynthetics for separating the paperboard and the drainage material 40. The nonwoven fabric 34 has the effect of separating the paperboard and the drainage material 40 have. In addition, the nonwoven fabric 34 provided on the upper side of the reinforcing net 32 supports the small-diameter drainage material 40 which can not be supported by the reinforcing net 32, and at the same time, Can be prevented.

The reinforcing net 32 and the nonwoven fabric 34 provided on the upper side of the reinforcing net 32 support the drainage material 40 placed on the upper side thereof so that the drainage material 40 flows downward It is possible to provide the effect of enabling the construction of the tower-down method.

Step 7 is a step of additionally providing a plurality of binding beams 20 connecting the piles 10 to the upper side of the bundling beam 20 installed in the third step. That is, in step 3, the bundle beam 20 is installed up to the upper side of the bundle beam 20 installed up to the planned height.

The binding beams 20 installed in the third and seventh steps may have an effect of increasing the structural stability of the entire retaining wall by joining the piles 10 together. Therefore, it is possible to omit installation of the cap concrete on the pile 10, which is performed in the prior art. In addition, even if the piles 10 are spaced apart from each other by a predetermined distance, collapse of the rear soil gravel can be prevented by the binding beam 20, and stability can be ensured.

The binding beam 20 may be provided with a ground reinforcement hole to which a nail ring 50 or an earth anchor 50 to be described later can be attached.

Step 8 is a step of filling the upper part of the reinforcing net 32 with the drainage material 40. The drainage material 40 induces and discharges the underground water or the like flowing out from the back surface of the retaining wall to the lower side, thereby preventing leakage of the groundwater to the front of the retaining wall and preventing the increase of the earth pressure caused by the groundwater, thereby securing the stability of the retaining wall. As the drainage material 40 for this purpose, any one of crushed stone, rubble, fine gravel and sand may be used, or a mixture of two or more of them may be used. In addition, the drainage material 40 is filled between the bundling beam 20 and the paperboard, so that the ground on the backside is well supported and can be prevented from collapsing to the front side.

Step 9 is a step of installing a nail ring 50 or an earth anchor 50 which penetrates a part of the binding beams 20 and is coupled to the back ground of the excavation part. A nail ring 50 or an earth anchor 50 may be installed to penetrate the binding beam 20 through the ground reinforcement hole and to be coupled to the back ground of the excavation part. The lateral distance between the piles 10 can be increased by providing the nail ring 50 or the earth anchor 50 coupled to the back surface of the excavation part so that the number of the piles 10 can be reduced, Effect. The nailing (50) or the earth anchor (50) is provided in the direction of the back surface of the pile (10) corresponding to the earth pressure action direction, thereby maximizing the support effect on the earth pressure of the retaining wall.

The binding beam 20 on which the nailing ring 50 or the earth anchor 50 is provided may be made thicker in cross section or formed into a U shape or an H shape in cross section. In this case, not only the stability of the retaining wall can be further increased, but also the number of the piles 10 can be reduced, thereby improving the economical efficiency. The ground reinforcing fixing port is formed in the ground reinforcement hole formed in the bundling beam 20 so that the head of the nailing ring 50 or the earth anchor 50 can be integrated with the bundling beam 20, 20 can be increased.

In step 10, a drain pipe 62 is installed on the lower side of the excavation unit, and a foundation concrete 60 is installed. That is, by installing the foundation concrete 60 under the excavating portion and installing the drain pipe 62 in the foundation concrete 60, the groundwater flowing out from the back wall of the retaining wall is guided and drained through the drainage material 40 to the lower portion of the retaining wall By preventing the water pressure from acting on the back surface of the retaining wall, the stability of the retaining wall can be maximized.

In addition, the step 7 may include the step of installing the waterproof sheet 36 on the front surface or the back surface of the binding beam 20. That is, the waterproof sheet 36 may be provided on the outside of the front surface of the binding beam 20, the inside of the rear surface of the binding beam 20, or may be staggered while alternating between the back surface and the front surface. Even when the beams are staggered, they can be staggered for each binding beam 20, staggered for each staggered beam 20, or the bottom and top of staggered beams 20 can be provided on the front surface and the others can be provided on the back surface. The stiffening of the waterproof sheet 36 allows the waterproof sheet 36 to be fixed even if the waterproof sheet 36 is not fixed.

The waterproof sheet 36 may have an effect of preventing water infiltrating into the inside of the drainage material 40 from leaking to the front portion of the binding beam 20. [ The installation of the waterproof sheet 36 in step 7 is the same for the bundling beams 20 installed in step 3 above. Further, the waterproof sheet 36 may be installed continuously with the waterproof sheet 36 installed on the lower side in a top-down manner, or may be installed separately for each step and then adhered to each other.

In the step 7, a plurality of tying ties 70 for connecting the formwork 92 are installed on the binding beam 20, and a horizontal reinforcing bar 80 and a vertical reinforcing bar 82 are installed . ≪ / RTI >

The binding tie 70 is for fixing the form 92 for forming the closed wall body so that the connection tie portion 22 of the binding beam 20 and the binding tie hole A fixing pin or the like may be used. The binding tie 70 is formed of a steel wire or the like to keep a constant distance between the form 92 and the binding beam 20 when the form 92 is fixed and the concrete wall 90 is laid, 90) are formed properly.

The horizontal reinforcing bars 80 for the concrete wall 90 are fitted in the reinforcing holes formed in the fastening portions 26 of the binding beams 20 and the vertical reinforcing bars 82 are welded to the horizontal reinforcing bars 80. [ Or can be combined with wire. Therefore, the horizontal reinforcing bars 80 and the vertical reinforcing bars 82 are installed before the concrete pouring concrete 90 is installed and embedded in the concrete of the padding concrete 90 so that the stiffness of the padding concrete 90 is increased, have.

After the tenth step, a form 92 is fastened to the binding tie 70 and a formwork stiffener (not shown) is provided on the front surface of the form 92. Between the form 92 and the binding beam 20 A concrete pouring step of pouring concrete into the concrete pouring step.

Since the binding ties 70 described above are provided using the binding tie holes formed in the binding beam 20 and the binding tie holes formed in the formwork 92, the work of assembling the formwork 92 is simple, Can be promoted.

The horizontal and vertical formwork reinforcement provided on the front portion of the formwork 92 restrains the lateral displacement of the formwork 92 so that the effect that the formwork 92 can be firmly supported until the curing process is completed after the concrete is poured . Therefore, when the concrete is poured, it is possible to prevent the cracks of the concrete wall 90 and the warping of the pattern.

After the cement concrete 90 is cured, the dies 92 are removed and the binding ties 70 protruding outside the concrete wall concrete 90 are cut off and then subjected to finishing work with cement, mortar or the like, A beautiful appearance can be formed.

The bundling beam 20 includes a connecting portion 22 provided between the pile 10 and the pile 10 and a reinforcing portion 24 coupled to both ends of the connecting portion 22 and surrounding a part of the pile 10. [ ). The bundled bundle 20 is coupled to the pile 10 by wrapping a portion of the pile 10 spaced apart from the wrapping portion 24 and then engaging the adjacent wrapping portion 24.

The wrapping portion 24 surrounds half of the pile 10 but is not limited thereto. That is, one-third or two-thirds of the pile 10 may be covered. Also, the receptacle 24 is not necessarily coupled to the adjacent receptacle 24. In other words, in the case of both end portions of the retaining wall, it is possible to use semicircular configuration similar in shape to the inserting portion 24.

When the cross section of the bundling beam 20 is a U-shape or an H-shape as described above, the entirety may be a C-shape or an H-shape, but only the connecting portion 22 of the bundling beam 20 may be U- In this case, both the U-shaped flange and the H-shaped flange are coupled to the wrapping portion 24, so that the rigidity of the binding beam 20 can be remarkably increased. Therefore, the holding force of the nailing ring 50 or the earth anchor 50 coupled to the binding beam 20 can be increased, and the rigidity of the retaining wall itself can also be increased.

The bundle beam 20 may include a fastening portion 26 bent outwardly from the pile 10 and formed with a bolt hole in the inserting portion 24. The fastening part 26 is bolted to the adjacent fastening part 26 through the bolt hole so that the fastening beam 20 can be coupled to the pile 10 very quickly and easily.

The bundling beam 20 may include a bent portion 28 bent downwardly from the lower side of the connecting portion 22 or the lower side of the connecting portion 22 and the lower portion of the wrapping portion 24 have. That is, the bent portion 28 may be provided only on the lower side of the connection portion 22, or on both the connection portion 22 and the wrap portion 24. The bent portion 28 is provided on the upper side of the binding beam 20 provided below the binding beam 28, so that the supporting force of the upper and lower portions increases and the leakage of the groundwater to the front side can be prevented. When the binding beam 20 having the bent portion 28 is used as described above, the waterproof sheet 36 can be unnecessary, and when the waterproof sheet 36 is used, leakage can be more completely prevented.

Between the step 9 and step 10, a front part and a back part of the pile 10 are excavated from below the excavation part to form a further excavation part, and further steps 3 to 9 are carried out You can do more than once.

That is, the present embodiment, which is a top-down type, may finish construction by once excavation, but it is generally divided into several sections and then stepwise from top to bottom. In this way, by dividing the retaining wall into a plurality of sections and applying the top down method from the upper side to the lower side, it is possible to securely construct the building even if there is a building on the back side of the retaining wall, The construction period can be shortened, the construction cost can be saved, and the workability can be improved.

Hereinafter, the retaining wall utilizing the conventional pile according to an embodiment of the present invention will be described. Please refer to the above description for each structure of retaining wall and construction method of each structure.

The retaining wall utilizing the conventional pile according to the present embodiment is constructed in a top-down manner by using an established pile. A plurality of piles 10, each of which is inserted into a plurality of cloth tools spaced apart from each other, ; A plurality of binding beams (20) successively installed vertically and horizontally to connect the plurality of piles (10) to each other and to support a back earth pressure; And a drainage material 40 filled between the binding beams 20 and the backside ground.

The bundling beam 20 can be installed above and below the pile 10 so as to support a plurality of piles 10 to increase the coupling force and to support the earth pressure.

The binding beam 20 can be formed of steel having sufficient rigidity and the bundling beam 20 can be manufactured in a standardized manner and the supporting force of the nailing ring 50 or the earth anchor 50, Type, earth pressure and so on. The bundling beam 20 can be manufactured as a standard product and then coupled to the pile 10 by assembling bolts or the like, so that the quality of the bundle beam 20 can be improved and the construction can be quick and convenient.

The bundling beam 20 has a plate-shaped connecting portion 22 connecting the pile 10 and the pile 10, a semicircular member coupled to both ends of the connecting portion 22 and surrounding a part of the pile 10, And a fastening part 26 bent toward the outside of the pile 10 in the wrapping part 24. The fastening part 26 is fastened to the fastening part 26 of another adjacent fastening beam 20 26 may be formed. When the bolts are fastened to the bolt holes, the piles 10 and the binding beams 20 are coupled to each other, so that the behavior of the retaining wall can be integrated.

The bundling beam 20 is formed on the lower side of the connecting portion 22 or on the lower side of the connecting portion 22 and the lower side of the inserting portion 24 and then bent downwardly to form a bent- . By forming the bent portions 28, the supporting force between the binding beams 20 can be increased, and the groundwater can be prevented from leaking to the front side.

The cross section of the coupling beam 20 to which the nailing ring 50 or the earth anchor 50 is coupled may be formed in a U-shape or an H-shape in the coupling beam 20, The flange may be coupled to the receptacle 24.

The drainage material 40 can be filled between the binding beams 20 and the backside ground. The drainage material 40 is a structure capable of inducing and discharging groundwater flowing out from the back surface of the pile 10. Any one of crushed stone, rubble, fine gravel and sand may be used or a mixture of two or more of them may be used.

A plurality of supporting bars 30 are inserted into the bottom of the drainage member 40 and extend through the binding beams 20 to the backside of the pile 10. The reinforcing bars 30 32 can be installed.

The supporting bar 30 may be configured to support the drainage material 40, the nonwoven fabric 34, etc. in addition to the reinforcing net 32. The reinforcing net 32 supports the drainage material 40 and determines the size and rigidity of the reinforcing net 32 in consideration of the distance between the reinforcing bars 30 and the size of the drainage material 40 Can be produced.

A nonwoven fabric (34) may be laid on the upper side of the reinforcing net (32) and / or on the entire surface of the back ground. The nonwoven fabric 34 functions as a geosynthetic fiber for separating the paperboard and the drainage material 40. The paperboard and the drainage material 40 may be separated from each other only by passing water through the paperboard. The nonwoven fabric 34 is preferably installed on the upper side of the reinforcing net 32 to prevent the drainage material 40 from flowing downward, and it is preferable to support the drainage material 40 having the smallest particle size.

A nail ring 50 or an earth anchor 50 may be installed on the rear surface of the binding beam 20. The nailing ring 50 or the earth anchor 50 is inserted into a ground reinforcement hole formed in the coupling beam 20 and penetrates the ground. By coupling to the ground through the nail ring 50 or the earth anchor 50, the lateral distance of the pile 10 can be increased to reduce the number of holes.

A waterproof sheet 36 for preventing water leakage to the front surface of the retaining wall may be provided on the front surface or the back surface of the binding beam 20. The waterproof sheet 36 should be able to stagger the front and back surfaces of the binding beam 20, so that synthetic rubber, synthetic resin, or the like that is not torn easily can be used. Further, it is preferable that the waterproof sheet 36 is installed from the lowermost binding beam 20 to the uppermost binding beam 20.

A horizontal reinforcing bar 80 may be inserted into the reinforcing beam 20 and inserted into the reinforcing beam hole. The horizontal reinforcing bars 80 and the vertical reinforcing bars 82 are embedded in the concrete placed on the front surface of the binding beams 20, The rigidity of the concrete 90 can be increased.

While the present invention has been described in connection with what is presently considered to be the most practical and preferred embodiment, it is to be understood that the invention is not limited to the disclosed embodiments. That is, within the scope of the present invention, all the constituent elements may be constituted or operated selectively in combination with one or more. Furthermore, the terms "comprises", "comprising", or "having" described above mean that a component can be implanted unless otherwise specifically stated, But should be construed as including other elements. All terms, including technical and scientific terms, have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs, unless otherwise defined. Commonly used terms, such as predefined terms, should be interpreted to be consistent with the contextual meanings of the related art, and are not to be construed as ideal or overly formal, unless expressly defined to the contrary.

The foregoing description is merely illustrative of the technical idea of the present invention, and various changes and modifications may be made by those skilled in the art without departing from the essential characteristics of the present invention. Therefore, the embodiments disclosed in the present invention are intended to illustrate rather than limit the scope of the present invention, and the scope of the technical idea of the present invention is not limited by these embodiments. The scope of protection of the present invention should be construed according to the following claims, and all technical ideas within the scope of equivalents should be construed as falling within the scope of the present invention.

10: Stake
20: Coupling beam
22: Connection
24:
26:
28:
30:
32: Reinforcing mesh
34: Nonwoven fabric
36: Waterproof sheet
40: Drainage
50: Nailing or earth anchor
60: foundation concrete
62: Water pipe
70: tying ties
80: horizontal reinforcement
82: vertical reinforcement
90: Concrete wall concrete
92: Form

Claims (22)

A method of constructing a retaining wall using an existing pile for constructing a retaining wall in a top-down manner using an existing pile,
A step of forming a plurality of cloth tools so as to be spaced apart from each other on a ground to which the retaining wall is to be installed, and inserting piles into the plurality of cloth tools;
A second step of excavating the front and back portions of the piles to form excavation portions;
A third step of installing a binding beam connecting the lower portions of the piles;
Installing a plurality of supporting bars through the binding beams and inserted into a back ground of the excavation unit;
Installing a reinforcing net on the upper side of the supporting reinforcing bars;
(6) placing a nonwoven fabric on the upper side of the reinforcing net or / and the entire surface of the ground of the excavating portion;
A plurality of binding beams for connecting the piles to the upper side of the bundle beam;
Filling the upper side of the reinforcing net with drainage material;
A ninth step of installing a nail ring or an earth anchor which penetrates a part of the binding beams and is coupled to a back ground of the excavation part;
And installing a drain pipe on the lower side of the excavating unit and installing a foundation concrete,
Wherein the step (c) includes a step of providing a plurality of binding tie-connecting ties in the binding beam, and installing a horizontal reinforcing bar and a vertical reinforcing bar.
The method according to claim 1,
Wherein the step (c) includes the step of installing a waterproof sheet on the front surface or the back surface of the binding beam.
delete The method according to any one of claims 1 to 2,
Between step 9 and step 10,
And a further step of excavating a front part and a back part of the pile at a lower side of the excavating part to further form an excavation part and further performing the steps 3 to 9, A retaining wall construction method.
The method according to claim 1,
After step 10,
And a concrete pouring step of pouring concrete into the binding tie, installing a formwork stiffener on the front surface of the formwork, and placing concrete between the formwork and the binding beam.
The method of claim 4,
Wherein the hollow portion of the piles is filled with cement paste, mortar, or concrete.
The method of claim 4,
Wherein the binding beam includes a connection portion provided between the pile and the pile, and a wrapping portion coupled to both ends of the connection portion and surrounding a part of the pile.
The method of claim 7,
Wherein the binding beam includes a fastening portion bent to the outside of the pile in the inserting portion,
Wherein the fastening portion is formed with a bolt hole for interlocking with the adjacent fastening portion and a reinforcing bar into which the horizontal reinforcing bar is inserted.
The method of claim 7,
The bundling beams include a lower portion of the connecting portion or a bent portion bent downwardly from the connecting portion and the lower portion of the wrapping portion to the lower portion to increase the supporting force between the bundling beams and prevent leakage of the groundwater from the front side A method of constructing a retaining wall using an existing pile.
The method of claim 2,
Wherein the waterproof sheet is fixed to the binding beams by being alternately disposed on the rear surface and the front surface of the upper and lower binding beams.
The method of claim 4,
Wherein the drainage material is composed of at least one of crushed stone, rubble, fine gravel, and sand.
The method of claim 7,
Wherein the connecting beam to which the nailing or earth anchor is installed is a U-shaped or H-shaped cross-section, and both the U-shaped or H-shaped flanges are coupled to the reinforcing bar. Way.
In a retaining wall utilizing a conventional pile installed in a top-down manner using an existing pile,
A plurality of piles inserted into a plurality of cloth tools spaced apart from each other on a ground on which the retaining wall is installed;
A plurality of binding beams installed continuously in the up, down, left, and right directions to connect the plurality of piles together and to support the back earth pressure;
And a drainage material filled between the binding beams and the backside ground ,
On the lower side of the water discharger,
A plurality of retaining bars penetrating the binding beams and inserted to the back ground, and a reinforcing net disposed above the retaining bars to support the drainage material.
delete 14. The method of claim 13,
The non-woven fabric further comprises a non-woven fabric disposed on the upper side of the reinforcing net and / or on the entire surface of the back ground.
14. The method of claim 13,
And a nailing or earth anchor penetrating through the binding beam and coupled to the backside ground.
14. The method of claim 13,
Further comprising a waterproof sheet for preventing leakage to the front of the retaining wall,
Wherein the waterproof sheet is installed on the front surface of the binding beams or on the back surface of the binding beams or alternately on the front surface and the back surface of the binding beams.
14. The method of claim 13,
And a concrete pouring on the front surface of the binding beam while the horizontal reinforcing bars and the vertical reinforcing bars are embedded in the reinforcing beam.
14. The method of claim 13,
Wherein the binding beam is provided between the pile and the pile and includes a plate-shaped connecting portion, and a semicircular wrapping portion coupled to both ends of the connecting portion and surrounding a part of the pile.
The method of claim 19,
Wherein the binding beam includes a fastening portion bent to the outside of the pile in the inserting portion,
Wherein the fastening portion is formed with a bolt hole for mutual engagement with the adjacent fastening portion.
The method of claim 19,
The bundling beams include a lower portion of the connecting portion or a bent portion bent downwardly from the connecting portion and the lower portion of the wrapping portion to the lower portion to increase the supporting force between the bundling beams and prevent leakage of the groundwater from the front side The retaining wall utilizing an existing pile.
The method of claim 19,
Wherein a part of the plurality of binding beams has a U-shaped or H-shaped cross section, and both the U-shaped or H-shaped flanges are coupled to the woven band.

Images