KR20170035741A

KR20170035741A - Construction method of retaining wall

Info

Publication number: KR20170035741A
Application number: KR1020150135005A
Authority: KR
Inventors: 박광호
Original assignee: 박광호
Priority date: 2015-09-23
Filing date: 2015-09-23
Publication date: 2017-03-31
Also published as: KR101842208B1

Abstract

The present invention relates to a construction method of a continuous underground retaining wall which joins piles (20) without using an H-beam, and eliminates an H-beam in an underground retaining wall by a CIP method since the underground retaining wall can be used as a permanent structure to reduce construction costs and increase convenience in underground space construction. According to the present invention, the construction method of a continuous underground retaining wall comprises: a step of drilling the ground along an installation location of a retaining wall (100) to form a drilled hole (10); a step of coupling connection steel plate units (30) corresponding to an inner circumference of the drilled hole (10) to a reinforcing bar assembly (20) to be inserted into the drilled hole (10) at regular intervals in a height direction; a step of inserting the reinforcing bar assembly (20) to which the connection steel plate units (30) are coupled into the drilled hole (10); a step of pouring concrete into the drilled hole (10) to cure the concrete; and a step of binding the connection steel plate units (30) exposed while excavating soil surrounding the cured retaining wall.

Description

{CONSTRUCTION METHOD OF RETAINING WALL}

The present invention relates to a construction method of an underground continuous earth retaining wall, which can be used as a permanent structure as well as being able to be coupled between files without using H-shaped steel. Therefore, And the construction method of the underground continuous earth retaining wall which can increase the convenience of constructing the underground space while reducing the construction cost.

Recently, the depth and scale of underground structures are getting bigger due to high land prices and parking spaces. As a result, the importance of large-scale ground excavation and retaining structures has increased.

The retaining structure is a hypothetical structure that resist the side pressure of earth pressure and water pressure while preventing the entrance of soil or groundwater around the construction site when excavating the ground. This structure can be classified into thumb pile and soil plate, sheet pile, main heating type wall, and underground continuous wall type piling method according to the material constituting the wall and the type of pylon.

In this method, Cast-In-Place Concrete Pile (CIP) method is used to form a heat-conducting wall by using H-beams and reinforcing bars as reinforcement of concrete. The wall formed by the CIP method has a small impact on the surrounding ground because the displacement generated in the wall is not large due to the rigidity against the side pressure due to the use of the reinforcing material.

Therefore, it is one of the construction methods that can be constructed close to the adjacent site, does not require any special equipment, is suitable for downtown area due to small noise and vibration.

However, as shown in the plan view of FIG. 1, in the case of the underground continuous wall type earth retaining wall constructed by the conventional CIP method, there is a disadvantage that the H-shaped column 1 is disposed along with the construction of the underground structure. In addition, the H-beam (1) remaining in the ground can be corroded over time due to the influence of outside air on the durability of concrete such as salt corrosion, alkali reaction and neutralization, and H-beam itself, .

In order to solve such a problem, Korean Patent No. 10-1045625 (Registered on June 24, 2011, entitled "Underground Continuous Retaining Wall Construction Method Using CIP Method", hereinafter referred to as "Prior Art") has been developed.

(A) inserting a plurality of perforation hole holding outer casings after perforating the ground along the installation position of the earth retaining wall; (b) alternately inserting the structural steel pipe and the reinforcing steel assembly into the inserted plurality of perforated hole holding outer casings; (c) pouring concrete into the outer casing for holding the perforated holes and then pulling out the outer casing for holding the perforated holes; (e) drawing the structural steel pipe after the construction of the underground structure and filling the space where the structural steel pipe is pulled out, thereby transferring the earth pressure to the constructed underground structure, wherein the structural steel pipe is coated with lubricating oil on the outer peripheral surface And is provided inside a spiral tube in which a plurality of protrusions and protrusions are protruded from the outer circumferential surface.

However, the prior art has the advantage of removing the H-beams from the files of the CIP method, but only focuses on the removal of the H-beams. It does not serve as a bond between the files by the CIP method or as a stress bearing material of the permanent wall, So that waste of materials and environmental pollution are caused. That is, despite the above-mentioned advantages, the earth retaining wall according to the prior art has a problem that it must return to the CBS method or the CWS method, which has been already developed, in order to be used as a permanent structure.

In this case, the CBS (Composite Basement Wall System) method is a method that considers the H-beam for retaining walls as a permanent structure, which has been used only as a construction material in the construction of the outer underground wall in the basement layer. The H- It is a synthetic method to resist side pressure such as earth pressure and water pressure.

Also, CWS (continuous wall system) method, like CIP method or SCW method, uses a H-shaped steel as a reinforcing material of concrete and installs a buried steel wedge which is supported by a steel frame instead of a conventional reinforced concrete frame beam It is a method to pour an underground outer wall all together.

In addition, LW for injecting grouting solution for order to prevent water leaking through the file, which is a weak point of CIP method. Grouting work will be carried out. For this construction, additional holes are drilled in the back of the pile and the manhattan tube is inserted and the grouting injection fluid is injected. Therefore, if the construction cost is increased and the construction skill is lowered, it is difficult to perform precise construction, and it is impossible to confirm whether the ManJ tube is correctly positioned in the correct position.

Meanwhile, in the prior art, an additional structure such as an L-shaped support is required to support the formwork when the permanent wall made of reinforced concrete is installed after the earthworks. In other words, since the formwork can not be connected to the pile, it is attached to the formwork like the L-shaped support so that the formwork can withstand the expansion due to the concrete pouring.

However, even if the form is supported through such a configuration as the L-shaped support or the like, it is difficult to support the form perfectly and safely, and the burden is imposed on the installation and disassembly of such a support. In addition, the conventional permanent wall is constructed independently of the CIP file and does not have a coupling relationship with the CIP file.

SUMMARY OF THE INVENTION The present invention has been made to solve the above problems, and it is an object of the present invention to provide an underground continuous earth retaining wall which can be used as a permanent structure, And to provide a construction method.

Another object of the present invention is to provide a construction method of an underground continuous earth retaining wall in which a back-fill material is not required to be inserted between a file and a steel wale when a steel wale is installed in a file.

It is still another object of the present invention to provide a construction method of an underground continuous earth retaining wall capable of firmly securing a steel wale to a pile with simple bolting.

It is still another object of the present invention to provide a construction method of an underground continuous earth retaining wall capable of easily and reliably injecting a grouting injection liquid for order between files.

It is still another object of the present invention to provide a method of constructing an underground continuous earth retaining wall capable of supporting a form conveniently and completely by integrating a file and a permanent wall together with fixing a form for a permanent wall to a file.

According to an aspect of the present invention, there is provided a method of constructing an underground continuous earth retaining wall, the method comprising: forming a perforation hole by drilling a ground according to an installation position of the earth retaining wall; Joining a steel plate assembly corresponding to an inner periphery of the perforation hole at regular intervals along a height direction to a steel bar assembly to be inserted into the perforation hole; Inserting the reinforcing bar assembly coupled with the joint reinforcing bars into the perforation hole; Curing the concrete by pouring the concrete into the perforation hole; And binding the exposed steel sheet portion while exposing the soil surrounded by the cured earth retaining wall.

The joint metal plate is provided with a fastening hole penetrating the inside of the earth retaining wall. The fastening hole is provided with a bolt having a bolt head coupled to a body without a thread and a hypothetical member composed of an insert part into which the body is inserted, In the bonding step between the bonded steel plate portions, after the curing, the steel wale band is bolted to the space from which the punched member is removed.

Further, the fastening holes may be formed in the shape of a slot for correcting the vertical error between the fastening holes when the steel band segments are engaged, and the temporary members may have a cross section corresponding to the fastening holes of the long hole type.

A thread may be formed on the body of the bolt.

In the present invention, in order to install a permanent wall made of reinforced concrete on the earth retaining wall, the steel wale band is removed, and one end of a connecting rod having threads formed at both ends is inserted into the inserted portion exposed by the removed steel wale band, ; Binding the reinforcing bar and the connecting rod while arranging the reinforcing bars for the permanent wall; Providing a die with a through hole to allow the other end of the connecting rod to pass through; Fixing the mold to the earth retaining wall by fastening a fastener to the other end of the connecting rod exposed to the outside of the mold; And curing the concrete by pouring the concrete between the earth retaining wall and the mold, thereby forming a permanent wall.

Further, in the bonding step between the bonded steel plate portions, the adjacent bonded steel plate portions can be welded and welded through the connecting steel plate.

In addition, in the step of joining the bonded steel plate, the steel pipe assembly may be further coupled with a manhattan tube having a perforated hole at a predetermined interval, and the hole may be broken by the grouting filler injected into the manhattan tube And the manifold tube is coupled to the reinforcing bar assembly.

According to the construction method of the underground continuous earth retaining wall according to the present invention, not only H-shaped steel can be used but also can be used as a permanent structure. Therefore, in the underfloor wall through the CIP method, There is an advantage that it is possible to increase the convenience of constructing the underground space while reducing the construction cost.

According to the present invention, there is no need to insert a back-fill material between a file and a steel wale when a steel wale is installed in a file, and the file and the steel wale band are directly contacted with each other so that the steel wale can be more stably and firmly coupled There is an effect.

In addition, according to the present invention, since the steel wristband can be firmly coupled to the file only by simple bolting, there is an advantage that the joining process of the steel band can be performed more quickly and conveniently.

In addition, according to the present invention, it is possible to easily and reliably inject the grouting injection liquid for the order of the files, thereby reducing the time and cost required for the construction for the order, as well as remarkably improving the order performance .

In addition, according to the present invention, by integrating a file and a permanent wall, a file and a permanent wall can work together with respect to an external force to increase an internal strength, and a mold for a permanent wall can be fixed to a file, So that it is possible to omit an additional construction for supporting the formwork, thereby saving time and cost.

1 is a plan view showing an underground continuous earth retaining wall constructed according to the prior art,
2 is a view for explaining a construction method of a construction method of an underground continuous earth retaining wall according to a first embodiment of the present invention,
3 is a view showing a state in which a steel wale band is mounted on a earth retaining wall according to the first embodiment,
4 is a perspective view showing a modified example of the first embodiment,
FIG. 5 is a view showing a grouting injection state with respect to a file back surface in the modification of FIG. 4;
6 is a view showing a construction method of an underground continuous earth retaining wall according to a second embodiment of the present invention,
FIG. 7 is a cross-sectional view taken along the line A-A 'in FIG. 6 (d)
8 is an exploded perspective view showing a state where a steel wristband is coupled to a file produced according to the second embodiment,
9 is a perspective view showing a modified example of the fastening hole of the bonded steel plate according to the second embodiment,
10 is an exploded perspective view showing a structure of a through hole of a steel band strip for correcting a vertical error of the fastening hole according to the second embodiment,
11 is a view for explaining a structure for installing a permanent wall in the earth retaining wall according to the present invention.

Hereinafter, a construction method of an underground continuous earth retaining wall according to the present invention will be described in detail with reference to the accompanying drawings.

FIG. 2 is a view for explaining a construction method of a construction method for an underground continuous earth retaining wall according to a first embodiment of the present invention, and FIG. 3 is a view showing a state where a steel wale is installed on an earth retaining wall according to the first embodiment .

As shown, the earth retaining wall according to the first embodiment starts from the step of forming the perforation hole 10. In more detail, the location to form the underground space at the construction site is determined and the perforation hole 10 is formed by drilling the ground according to the installation position of the earth retaining wall 100 before the underground construction. The perforation holes 10 are formed to be in close contact with each other, and one perforation hole 10 may be formed so that the perforation hole 10 may be formed adjacent to the concrete after the concrete is cured. It is possible.

The reinforcing bar assembly 20 to be inserted into the perforation hole 10 is manufactured and the bonding steel plate 30 is joined to the reinforcing bar assembly 20 at regular intervals along the height direction. For example, if the subterranean erosion work is a two-story underground, the reinforcing bar assembly 20 is positioned so that the bonded steel plate 30 is positioned on a plane corresponding to a stratum slab surface, a slab surface of a first basement slab surface, Lt; / RTI > Or the piles 40 may be increased and the watertightness may be improved, the distance between the bonded steel plates 30 in the height direction may be more closely arranged. That is, the location and number of the bonded steel plate 30 on the horizontal plane can be changed in accordance with the conditions of the construction site and design requirements.

Also, the bonded steel plate 30 can be coupled to the steel bar assembly 20 in various ways, for example, by welding.

The bonded steel plate 30 is manufactured to have an outer diameter smaller than that of the inner peripheral edge of the perforated hole 10. Since the perforated hole 10 is generally formed in a cylindrical shape, ) Are also formed in a cylindrical shape corresponding to the inner periphery of the perforation hole (10).

4, the steel pipe assembly 20 to which the bonded steel plate 30 is coupled may further be combined with a Manhattan tube 31 in which holes 33 are formed at regular intervals. The Manhattan tube 31 is a structure for implementing the L.W method (Labiles Water Glass) and for the order between the files produced by the CIP method. Conventionally, in order to carry out the L.W method, the ground was drilled separately on the back of the pile produced by the CIP method, and the grouting solution was injected into the ground by inserting the Manhattan tube into the perforation hole. However, according to the present invention, since the Manhattan tube is directly coupled to the reinforcing bar assembly and is injected into the perforated holes for the CIP method, it is not necessary to further drill holes for the LW method.

In addition, in the conventional method, it is impossible to confirm from the outside whether the manhattan tube is fully inserted by the depth of the hole. However, in the present invention, the manhattan tube 31 is inserted into the hole 10, The grouting injection liquid can be uniformly sprayed to the entire depth of the perforation hole and the injection liquid can be ejected precisely to the weak point.

In order to block the entry of foreign matter into the perforated hole 33 in the manhattan tube 31 and to connect the manhattan tube to the rebar assembly and to allow the hole to be ejected into the hole when injecting the grouting injection liquid, And is coupled to the reinforcing bar assembly while being sealed with the easily breakable coupling means 34. There is a tape type that can be easily obtained by the coupling means 34, and a chelate tape is used in this embodiment.

When the bonded steel plate 30 is coupled to the reinforcing bar assembly 20, the reinforcing bar assembly 20 is inserted into the perforation hole 10 and concrete is poured into the perforated hole 10 to cure the reinforcing bar assembly.

When the earth retaining wall 100 composed of a plurality of files 40 is installed around the installation position in this manner, the grouting injection liquid is injected into the manhattan tube 31 so that the grouting is performed on the back surface of the file, So that the ground between the files is solidified to prevent leaking between the files. Here, the dotted line in FIG. 5 represents the area where the grouting injection liquid spreads to the ground.

When the grouting is injected and solidified, the bonded steel plate portions 30 are bound while the soil surrounded by the cured earth retaining wall is being excavated.

The bonded steel plate portions are exposed from the piles 40 constituting the earth retaining wall 100 and the exposed bonded steel plate portions are bound together by way of the connection steel plate 35 by means of welding or the like. By combining these files, the binding force between the files 40 can be enhanced and the watertightness can further be improved.

Since the bonded steel plate 30 can be exposed at the same height in the earth retaining walls 100 thus manufactured and bonded to each other, the steel wale band 50 is joined using the bonded steel plate 30. For example, the bonded steel plate 30 and the steel wale band 50 can be joined by welding or the like. At this time, the joining area between the circular bonded steel plate 30 and the flat steel wale 50 is insufficient, or the steel steel bracket 60 is joined to the bonded steel plate 30 to support the steel wale 50, The steel wale 50 may be disposed.

Since the bonded steel plate 30 and the steel wale 50 are connected to each other without being separated from each other on the same horizontal line between the bonded steel plate 30 and the steel wale 50, It is possible to omit the use of the backfill material for a very long time.

&Lt; Embodiment 2 >

Next, the construction method of the underground continuous earth retaining wall according to the second embodiment of the present invention will be described. In the present embodiment, the same reference numerals are used for the components corresponding to the first embodiment.

FIG. 6 is a view showing a construction method of an underground continuous earth retaining wall according to a second embodiment of the present invention, FIG. 7 is a sectional view taken along the line A-A 'in FIG. 6 (d) FIG. 6 is an exploded perspective view showing a state in which a steel wristband is coupled to a file produced according to an embodiment. FIG.

As shown in the drawing, the second embodiment is different from the first embodiment in the structure of the bonded steel plate 30 and the method of joining the bonded steel plate 30. More specifically, the joint steel plate 30 in the second embodiment is formed with a fastening hole 36 penetrating to the inside of the earth retaining wall, and the fastening hole 36 is formed with a threadless body and a bolt head A bolt 71 and an insertion portion 73 into which the body is inserted.

Further, the temporary fixing member 70 may be constituted by only the insertion portion so that the distal end of the insertion portion is inserted into the fastening hole. At this time, it is preferable that the entrance of the insertion portion is closed with a tape or the like to prevent the inflow of concrete or soil into the insertion portion.

The bolts 71 are removed from the bonded steel plate 30 when the concrete is cured and cured, and only the inserts 73 remain in the pile.

7A, the bolt head of the bolt 71 may be mounted so as to protrude to the outside of the bonded steel plate 30, and as shown in FIG. 7B, And may be mounted so as to coincide with the outer periphery of the iron plate portion 30. [ 7 (a), the diameter of the fastening hole 36 corresponds to the outer diameter of the body 71 of the temporary member 70, and the bolt head 73 of the temporary member 70 corresponds to the outer diameter of the bonded- (30). 7 (b), the diameter of the fastening hole 36 corresponds to the diameter of the bolt head 73 of the hypothetical member 70, and the bolt head 73 of the hypothetical member 70, (Not shown).

The hole 41 corresponding to the body 71 of the temporary member 70 is formed in the pile 40 through the fastening hole 36 when the temporary member 70 is removed during the curing process. If the bolt 61 is inserted through the through hole 51 formed in the steel wale 50, the steel wale 50 can be coupled to the pile 40 without welding. Particularly, when the bolt is inserted, the bolt 61 is rotated to form a thread in the hole 41, so that the steel cord bandage 50 can be firmly coupled to the pile 40 by bolt connection.

In addition, when the bolt 61 is inserted into the hole 41, the bonding agent is injected into the hole 41 and then the bolt is coupled to the bolt 61. In addition, the bolt coupling strength can be further increased, The corrosion of the bolt can be prevented.

On the other hand, the bolt 71 of the above-mentioned hinge member 70 may have a threaded shape in its body. In this case, it is a matter of course that a thread corresponding to the thread of the bolt 71 is formed inside the insertion portion 73. Therefore, when the bolts 71 are removed from the cured files, the holes 41 of the pile 40 are formed with the threads of the inserts 73. Therefore, when the steel wale 50 is engaged, The fastening can be made easier.

Even when the joining steel plate 30 is joined to the steel reinforcing assembly 20 so that the horizontal height of the joining steel plate 30 is the same between adjacent steel reinforcing assemblies 20, a vertical error may occur during the joining process.

9, the fastening holes 36 of the bonded steel plate 30 are formed in the shape of a long hole, and the hardening member 70 is also formed in a shape corresponding to the long hole type fastening holes 36 Section. The height error of the fastening hole 36 in the horizontal direction can be solved when the bolt is fastened through the through hole 51 of the steel wristwatch 50.

10, the through hole 51 of the steel wristwatch 50 is formed in the shape of a long hole, and the through hole 51 of the elongated hole forms a horizontal Direction height error can be solved. Particularly, according to this method, the bolts are entirely combined with the holes formed by the temporary member 70, so that the connection of the steel wale 50 to the pile 40 can be further strengthened.

Meanwhile, when the steel wale 50 is installed on the file 40 in this manner, the permanent wally wall made of reinforced concrete is installed in contact with the pile 40 while removing the steel wale 50 . In order to achieve this, the reinforcing bars 90 must be installed and the form 91 must be installed. In the present invention, since the insertion portion 73 is embedded in the pile 40, So that the installation can be facilitated.

11 (a), first, the steel wale 50 is removed in order to install a permanent wall made of reinforced concrete on the earth retaining wall 100, and the removed steel wale One end of a connecting rod 80 having threads formed at both ends thereof is inserted and bolted to the inserting portion 73 exposed by the first and second connecting members 50,

Then, as shown in Fig. 11 (b), the reinforcement 90 is connected to the connecting rod 80 while the reinforcing bars 90 for the permanent wall are laid. In this case, the binding of the reinforcing bar and the connecting rod may be realized in various ways, for example, by welding, and the binding wire 81 may be used as in the present embodiment.

In this state, the die 91 is provided in a state that the other end of the connecting rod 80 is provided with the through hole 91a, and the connecting rod 80, which is exposed to the outside of the die 91, (83) to fix the formwork (91) to the earth retaining wall (100). In this case, since the form 91 is fixed to the pile 40 by the connecting rod 80, a further configuration for supporting the pressure applied to the form when the concrete is poured can be omitted.

When the mold installation is completed, concrete can be placed between the earth retaining wall and the mold and cured. Thus, the permanent wall can be easily integrated into the pile while using the pile according to the present invention.

When the concrete is cured, the fasteners 83 are removed to remove the form 91, and the other end of the connecting rod 80 exposed to the surface of the permanent wall is cut to complete the permanent wall.

It will be apparent to those skilled in the art that various modifications and variations can be made in the present invention without departing from the spirit or scope of the invention as defined by the appended claims. It is obvious that you can do it.

10: perforation hole 20: reinforcing assembly
30: Bonded steel plate 31: Manhattan tube
33: hole 34: engaging means
35: connecting iron plate 36: fastening hole
40: file 50: steel wale
60: steel frame 70:
80: connecting rod 81: binding wire
83: fasteners 90: reinforcing bars
91: Form
100: earth retaining wall

Claims

Forming a perforation hole (10) by drilling the ground according to the installation position of the earth retaining wall (100);
(30) corresponding to the inner periphery of the perforation hole (10) at regular intervals along the height direction on the reinforcing bar assembly (20) to be inserted into the perforation hole (10);
Inserting the reinforcing bar assembly (20) having the joined reinforcing bars into the perforation hole (10);
Pouring concrete into the perforation hole (10); And
And bonding the bonded steel plate portions (30) exposed while crawling the soil surrounded by the cured retaining wall (100).

The method according to claim 1,
A bolt (71) having a bolt head coupled to a body without a thread is formed in the fastening hole (36), and a bolt A hypothetical member 70 composed of an insertion portion 73 into which a body is inserted is mounted,
Characterized in that, in the bonding step between the bonded steel plate portions (30), the steel wale band (50) is bolted to the space from which the above described padding member (70) is removed after curing to bond the bonded steel plate portions (30) Construction method of earth retaining walls.

3. The method of claim 2,
The fastening holes 36 are formed in the shape of a slot to correct the vertical error between the fastening holes 36 when the steel wale 50 is engaged,
Wherein the padding member (70) has a cross section corresponding to the long hole type fastening hole (36).

3. The method of claim 2,
And a thread is formed on the body of the bolt (71).

5. The method of claim 4,
In order to install a permanent wall made of reinforced concrete on the earth retaining wall 100, the steel wale 50 is removed, and an insertion portion 73 exposed by the removed steel wale 50 is provided with a connecting rod And inserting one end of the bolt (80) into a bolt;
Binding the reinforcing bar (90) and the connecting rod (80) while arranging the reinforcing bars (90) for the permanent wall;
Providing a die (91) having a through hole (91a) and passing the other end of the connecting rod (80);
Fixing the mold (91) to the earth retaining wall (100) by fastening a fastening (83) to the other end of the connecting rod (80) exposed to the outside of the mold (91); And
Further comprising the step of pouring concrete between the earth retaining wall (100) and the mold (91) to cure the concrete.

The method according to claim 1,
Wherein the joining steel plate portions are welded to each other through the joining steel plate (35) during the joining step between the adjacent joining steel plate portions (30).

The method according to claim 1,
In the step of joining the bonded steel plate portions, a Manhattan tube 31 in which holes 33 are perforated is further joined to the steel bar assembly 20 to which the bonded steel plate portion 30 is bonded at regular intervals,
Wherein the hole (33) is sealed by a coupling means that can be broken by a grouting injection fluid injected into the manhattan tube (31), and the manhattan tube is coupled to the rebar assembly.