WO2015105230A1

WO2015105230A1 - Underground structure construction method using sump

Info

Publication number: WO2015105230A1
Application number: PCT/KR2014/000815
Authority: WO
Inventors: 윤동현
Original assignee: 윤동현
Priority date: 2014-01-13
Filing date: 2014-01-28
Publication date: 2015-07-16
Also published as: KR101557038B1; KR20150084171A

Abstract

The present invention provides an underground structure construction method comprising: a perforating step for forming a perforated hole (10); a sump formation step for forming a plurality of sumps (400) in the rear of the perforated hole (10); a perforated hole reaming member insertion step for reaming by inserting a perforated hole reaming member (100) into the perforated hole (10) wherein a front sheathing plate (110) and a rear sheathing plate (120) are detachably coupled to both sides of the reaming member and lower ends of the front sheathing plate (110) and the rear sheathing plate (120) are spaced apart; a perforated hole installation step for installing a plurality of perforated hole reaming members (100) in a row by laterally repeating the perforating step and the perforated hole reaming member insertion step; a sheathing plate support step for an upper end of the front sheathing plate (110) providing frontward support and for an upper end of the rear sheathing plate (120) providing rearward support; a perforated hole reaming member removal step for removing the perforated hole reaming member (100) while the front sheathing plate (110) and the rear sheathing plate (120) are inserted into the perforated hole (10); a reinforcement assembly (200) assembling step for forming a reinforcement assembly (200) by assembling wall reinforcement bars (220, 230 and 240) on a plurality of reinforcement plates (210); a reinforcement assembly insertion step for inserting the reinforcement assembly (200) between the front sheathing plate (110) and the rear sheathing plate (120) so that the plurality of reinforcement plates (210) having a vertically stacked structure can be located in the position of the front sheathing plate (110); a front sheathing plate removal step for removing the front sheathing plate (110); a concrete wall deposition step for depositing concrete in a region between the rear sheathing plate (120) and the reinforcement plates (210) and forming walls (W); a ground floor reinforcement plate (210) removal step for removing reinforcement plates (210a1) located in positions in which a ground floor slab is to be installed and for exposing parts of the wall reinforcement bars (220, 230 and 240); a slab form installation step for installing a ground floor slab form (21) in a region between the walls (W) and for arranging ground floor slab reinforcement bars (310) wherein the slab form is coupled to the exposed wall reinforcement bars (220a); and a slab concrete deposition step for forming a ground floor slab (S1) by depositing concrete in the ground floor slab form (21). The method can thereby facilitate ease of construction and can reduce construction time and cost.

Description

Underground Structure Construction Method Using Sump

The present invention relates to the field of civil engineering, and more particularly, to a construction method of underground structures.

In the middle of the city's construction site, underground piles of soil are spread out, and H-BEAM and I-BEAM are installed on the ground, and there is a vent board on the ground floor of the upper floor. It is a temporary facility installed for the construction of the structure.

In addition, citizens may have had experiences such as passing buses or driving cars on the roads where the board was laid, while also doing underground work such as subways, underground roads, underground garages, underground shopping centers, etc. As a result, citizens are forced to endure inconveniences.

In other words, to do underground work until now, earthwork is made by earthen plate method or CIP method, and underground soil is dug first. Work has been essential to cover.

And while working on the basement floor and walls, the work of dismantling the H-BEAM and I-BEAM in the reverse order from the bottom to the top, and finally, the first floor is made.

Thus, until now, it was necessary to install and dismantle the double-holed plate and the H-BEAM and I-BEAM underneath for temporary use, but this was a wasteful work. And the cost of building a wall, rather than the time and cost needed to make it, especially the pillars that CIP made for use as a barrier cost about the same as a wall, but once a wall is made it only stands behind the wall. There is no such problem.

The present invention has been made to solve the above problems, the purpose of the present invention is to propose a method of construction of underground structures to simplify the construction, and to reduce the time and cost of construction.

In order to solve the above problems, the present invention is a punching step of forming a punching hole 10 in the ground; A water collecting well forming step of forming a plurality of water collecting wells 400 at the rear of the drilling hole 10; Each of the front and

rear panels

110 and 120 is detachably coupled to each side, and the lower ends of the front and

rear panels

110 and 120 are formed to maintain a constant distance from each other. Inserting a hole expanding member 100 for expanding the hole expanding member 100 by inserting the hole expanding member 100 into the punching hole 10; Repeating the punching step and the punching hole expanding member insertion step in a lateral direction, and installing the punching hole expanding member so that the plurality of punching hole expanding members 100 are installed in a row; An earth plate support step of supporting the upper end of the front retaining plate 110 and the upper end of the rear retaining plate 120 at the rear; Removing the drilling hole expansion member to remove the drilling hole expansion member 100 in the state in which the front retaining plate 110 and the rear retaining plate 120 are inserted into the drilling hole 10; Reinforcement assembly assembly step of forming a reinforcement assembly 200 by assembling the wall reinforcement (220, 230, 240) to a plurality of reinforcement plate 210; The reinforcement assembly 200 is inserted between the front retaining plate 110 and the rear retaining plate 120, wherein the plurality of reinforcing plate 210 is a vertically stacked structure of the front retaining plate 110. Inserting the back muscle assembly to come in; Removing the front retaining plate 110 to remove the front retaining plate (110); A wall concrete placing step of forming a wall (W) by pouring concrete in an area between the rear retaining plate (120) and the reinforcement plate (210); Removing the reinforcement plate (210a1) of the first floor slab installation position of the plurality of reinforcement plate 210, and removing the first floor reinforcement plate to expose a part of the wall reinforcement (220, 230, 240); A slab formwork installation step of installing a one-layer slab formwork 21 on the ground in the area between the walls W and placing the first-layer slab reinforcement 310 in combination with the exposed wall reinforcement 220a; It proposes an underground structure construction method comprising a; slab concrete pouring step of placing concrete on the first-layer slab formwork 21 to form the first-layer slab (S1).

In the collecting well forming step, it is preferable to form a collecting pipe 410 having a plurality of groundwater inflow holes 401 embedded in the ground.

The collecting pipe 410 may include a circular collecting pipe 411 having a circular cross-sectional structure, and the circular collecting pipe 411 may be spaced apart rearward from the rear retaining plate 120.

The water collecting pipe 410 includes a rectangular water collecting pipe 412 having a rectangular cross-sectional structure, and the rectangular water collecting pipe 412 is installed so that one side wall is in surface contact with the rear retaining plate 120. It is preferable that the groundwater inflow hole 401 is not formed.

After the slab concrete pouring step, the excavation step of excavating the lower portion of the one-layer slab (S1), removing the slab formwork; Removing the reinforcement plate (210a2) of the basement floor slab installation position of the plurality of reinforcement plate 210, and removing the basement floor floor reinforcement plate to expose a portion of the wall reinforcement (220,230,240); The basement 1st floor slab formwork 22 is installed on the basement layer of the area between the walls W, and the basement 1st floor slab reinforcement 320 is disposed, but the basement 1st floor is coupled with the exposed wall reinforcement 220a. Installing slab formwork; It is preferable to include a; slab concrete pouring step of placing concrete in the first-floor slab formwork (22) to form a first-floor slab (SB1).

Before the slab formwork installation step, the ground column forming step of forming the ground column (C) in the area between the wall (W); further comprising, the slab formwork installation step, the one-layer slab reinforcement 310 It is preferable to combine with the column reinforcement 330 exposed to the upper portion of the underground pillar (C).

Before the slab formwork installation step, the beam forming step of forming a beam in the area between the wall (W); further comprising, the slab formwork installation step, reinforce the first layer slab reinforcement 310, but the upper portion of the beam It is desirable to combine with prosthetic bar exposed to.

The drilling hole expansion member 100 is H beam 130; It is preferable to include a; "c" shaped coupling member 140 for coupling to the inner region of the flange and the web of the H beam 130, so as to engage with the H beam 130a of the other drilling hole expansion member (100a) Do.

The top of the front clapper board 110 and the rear clapboard 120 is coupled by a clasp board coupling hole 131 coupled through the web of the H beam 130, the front clapboard 110 and Double head bolt insertion grooves 112 and 122 are formed at the bottom of the rear retaining plate 120, and the lower head of the double retaining plate insertion groove 110 and the lower retaining plate of the rear retaining plate 120 maintain a constant distance from each other. It is preferably supported by a double head bolt 160 inserted in (112, 122).

It is preferable that the double head bolt locking groove 132 is formed at the bottom of the web of the H beam 130 to be caught by the double head bolt 160.

The reinforcement assembly 200 includes a plurality of widthwise reinforcing bars 220 coupled in a vertical direction to the reinforcement plate 210; A plurality of depth direction bars 230 coupled to the plurality of width direction bars 220 in a depth direction; It is preferable to include; a plurality of longitudinal reinforcing bars 240 coupled in the longitudinal direction to the plurality of widthwise reinforcing bars 220.

The widthwise reinforcing bar 220 preferably includes a gap retaining reinforcing bar 221 installed so that an end thereof comes into contact with the rear retaining plate 120 in order to maintain the gap with the rear retaining plate 120.

The reinforcement plate 210 is a plurality of iron plates (210a, 210b) are installed in a vertical stacking structure; And a paddle plate 211 coupled to the padding joints of the plurality of iron plates 210a and 210b, wherein the plurality of iron plates 210a and 210b are coupled to the beam or the slab. It is desirable to install so that it can be selectively removed.

At the end of the longitudinal reinforcement 240, it is preferable that the fitting portion 250 of the bent structure is formed so as to fit with the end of the longitudinal reinforcement (240a) of the other reinforcement assembly (200a).

The fitting portion 250 is an inward fitting portion 251 formed by bending inward from one end of the longitudinal reinforcement 240; It is preferable to include; outward fitting portion 252 formed by bending outward from the other end of the longitudinal reinforcement 240.

The longitudinal reinforcing bar 240 preferably includes a pair of

longitudinal reinforcing bars

240a and 240b formed in a symmetrical structure.

It is preferable that the sliding plate 253 is coupled to the fitting portion 250 of the plurality of longitudinal reinforcing bars 240 along the depth direction.

The present invention is easy to construction, can reduce the time and cost of construction, and particularly when the excavation under the road can minimize the inconvenience of the citizens, and proposes a method of construction of underground structures excellent in construction and structural stability.

Figure 1 below shows an embodiment of the present invention,

1 is a plan view of a drilled hole and a sump well;

2 is a perspective view of a first embodiment of a collecting pipe;

3 is a perspective view of the drilling hole expansion member.

4 is a plan view of the drilling hole expansion member.

5 is a partial perspective view of the retaining plate.

6 is a side view of the H beam.

7 is a perspective view of a double head bolt.

8 is a cross-sectional view of the drilling hole expanding member.

9 is a partial perspective view of a perforation hole expanding member.

Figure 10 is a process chart of the drilling hole expansion member insertion step.

11 is a plan view of the drilling hole expansion member and the sump.

12 is a perspective view of a second embodiment of a collecting pipe;

13 and 14 is a process diagram of the step of removing the perforation hole expansion member.

15 is a perspective view of the muscle assembly.

16 is a side view of the muscle assembly.

17 is a plan view of a longitudinal rebar;

18 is a process diagram of the step of inserting the muscle assembly.

19 is a process chart of the concrete pouring step.

20 is a process chart of the step of removing the reinforcement plate.

Figure 21,22 is a process diagram of the one-layer slab installation step.

Figure 23,24 is a process chart of the first floor slab installation step.

25 and 26 are process diagrams of the underground pillar forming step.

*** Explanation of Codes ***

10: drilling hole 100: drilling hole expansion member

110: front retaining plate 111: rope

112: double head bolt insertion groove 113: pile

120: rear retaining plate 121: rope

122: double head bolt insertion groove 123: pile

130: H beam 131: earth plate coupler

132: double head bolt locking groove 140: "ㄷ" shaped coupling member

160: double head bolt 200: reinforcement assembly

210: reinforcement plate 211: patch iron plate

220: widthwise reinforcing bars 221: spacing bars

230: Depth direction bar 240,240a, 240b: Length direction bar

250: fitting portion 251: inward fitting portion

252: outward fitting portion 253: sliding plate

400: sump 401: groundwater inflow hole

410: collecting pipe 411: circular collecting pipe

412: square water collecting pipe W: wall

S1: 1st floor slab SB1: 1st floor slab underground

C: underground column

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

As shown in Figure 1 below, the underground structure construction method according to the present invention is basically configured by the following process.

The hole 10 is formed in the ground.

A plurality of collecting wells 400 are formed at the rear of the drilling hole 10.

The rear of the drilling hole here means an area outside the area where the underground structure is constructed.

Above the sump 400 is to solve the problem of the groundwater flows in the surrounding, for the concrete wall to be constructed as described below.

Specifically, the water collecting well 400 may be formed by embedding a water collecting pipe 410 in which a plurality of ground water inflow holes 401 are formed in the ground (FIG. 2), and collecting ground water accumulated in the water collecting pipe 410. It can be removed by pumping.

In general, it is preferable to apply a circular collecting pipe 411 having a circular cross-sectional structure as the collecting pipe 410, and to install it spaced rearward from the rear retaining plate 120 in terms of ease of construction.

Afterwards, the front retainer plate 110 and the rear retainer plate 120 are detachably coupled to both sides, and the lower ends of the front retainer plate 110 and the rear retainer plate 120 are formed to maintain a constant distance from each other. The drilling hole expansion member 100 is inserted into the drilling hole 10 and expanded (FIGS. 3 and 4).

The perforated hole 10 formed in a circular cross-sectional structure by auger, etc. is transformed into a rectangular cross-sectional structure by the perforation hole expanding member 100, the front earth plate 110, and the rear earth plate 120, and formed through the hole. Do not collapse during this additional drilling.

By repeating the punching step and the drilling hole expansion member insertion step to the side, so that a plurality of drilling hole expansion member 100 is installed in a row (Fig. 10).

Here, when a portion of the perforated hole expansion member 100 is opened to correspond to the water vein and the groundwater outflow is excessively large, the rectangular water collecting pipe 412 having a rectangular cross-sectional structure is applied to the rear retaining plate 120. Installation of the side walls in surface contact is preferable in view of the stability and efficiency of the operation (FIGS. 11 and 12).

The groundwater inflow hole 401 is formed on the outer wall of the rectangular water collection pipe 412, and it is preferable that the groundwater inflow hole 401 is not formed on one side wall which is in surface contact with the rear retaining plate 120.

The upper end of the front retaining plate 110 is supported forward, the upper end of the rear retaining plate 120 is supported rearward (Fig. 13, 14).

Since the lower ends of the front retainer plate 110 and the rear retainer plate 120 are coupled to each other to maintain a constant distance, the upper ends thereof are supported by the

ropes

111 and 121 and the

piles

113 and 123 to the outside, and the front retainer plate ( It is to secure an area for forming a wall between the 110 and the rear retaining plate (120).

The front retaining plate 110 and the rear retaining plate 120 are removed from the drilling hole expanding member 100 in a state inserted into the drilling hole 10 (FIGS. 13 and 14).

Wall reinforcement (220, 230, 240) is assembled to the plurality of reinforcement plate 210 to form the reinforcement assembly 200 (Figs. 15 to 17).

Insert the reinforcement assembly 200 between the front retaining plate 110 and the rear retaining plate 120, a plurality of reinforcement plate 210 to be in the position of the front retaining plate 110 as a vertical stacking structure.

Then, the front retaining plate 110 is removed (FIG. 18).

Instead of removing the front retaining plate 110, the reinforcement is assembled to the reinforcement plate 210 to the position of the front retaining plate 110, so as to perform the role of installing the retaining and reinforcing bar at the same time.

Placing concrete in the area between the rear retaining plate 120 and the reinforcement plate 210 to form a wall (Fig. 19).

Among the plurality of reinforcement plates 210, the reinforcement plates 210a1 of the first floor slab installation position are removed, and a part of the

wall reinforcing bars

220, 230, and 240 is exposed (FIG. 20).

In order to expose a part of the wall reinforcement, a method of embedding a temporary member such as styrofoam in concrete, or a method of pecking out part of the poured concrete may be used.

When the reinforcement plate 210a1 is supported by the paddle iron plate 211, the paddle iron plate 211 is first removed and then the reinforcement plate 210a1 is removed.

The first-layer slab formwork 21 is installed on the ground in the area between the walls W, and the first-layer slab reinforcement 310 is placed and coupled with the exposed wall reinforcement 220a (FIG. 21).

Concrete is poured into the first-layer slab formwork 21 to form the first-layer slab S1 (FIG. 22).

It does not require the double construction of temporary wall and main wall as in the prior art, and also does not need temporary facilities such as perforated plate, and uses the underground wall and slab as a structure after the construction of one underground wall to proceed to the next work. In addition, there is an effect that can significantly reduce the time and cost of construction.

In addition to making basement floors of general buildings, if the underground construction method is used when excavating under the road to make subways, underground roads, underground malls, and underground parking lots, the asphalt must be made before the underground soil is excavated. Since it spreads, the inconvenience of the citizens can be minimized by installing H-beams and I-beams and not needing to install a perforated plate, so that the above effects can be obtained even more.

The process after forming the one-layer slab S1 is as follows.

After excavating the lower part of the first floor slab S1, removing the slab formwork, and removing the reinforcement plate 210a2 of the first floor slab installation position of the plurality of reinforcement plates 210, and removing a part of the

wall reinforcement

220, 230, 240 Exposed (FIGS. 20, 23).

When the reinforcement plate 210a2 is supported by the paddle iron plate 211, the paddle iron plate 211 is first removed and then the reinforcement plate 210a1 is removed.

The basement ground slab formwork 22 is installed on the basement layer in the area between the walls W, and the basement ground slab reinforcement 320 is disposed, and coupled with the exposed wall reinforcement 220a (FIG. 23).

Concrete is poured into the first basement slab formwork 22 to form the first basement slab SB1 (FIG. 24).

By repeating this process, it is possible to stably and simply construct the multilayer structure in the ground.

If a pillar is required, before the installation of the slab formwork, first, the underground column C is formed in the area between the walls W, and the first floor slab reinforcement 310 is exposed to the upper part of the underground column C when it is placed. The pillar and the slab may be integrated in such a manner as to be coupled to the column reinforcing bars 330 (FIGS. 25 and 26).

If the beam is required, before the slab formwork installation step, the beam and the slab are formed by forming a beam in the area between the walls (W) and joining the first-layer slab reinforcement (310) with the reinforcement bar exposed on the upper part of the beam. Integrate.

Hereinafter, the specific structure of each member used for this invention is demonstrated in detail.

The drilling hole expansion member 100 has a structure in which the front retaining plate 110 and the rear retaining plate 120 are detachably coupled to both ends of the flange of the H beam 130 (FIGS. 3 and 4).

This is because when viewed from the top to form a rectangular structure (date shape) as a whole, it is possible to expand the hole 10 of the circular cross-section into the hole of the rectangular cross section.

When the depth of the drilling hole 10 is deep, the coupling with the other drilling hole expansion member 100a is required, and in this case, the H beam to be coupled with the H beam 130a of the other drilling hole expansion member 100a. A plurality of H beams 130 and 130a are coupled along the up and down direction by the “c” shaped coupling member 140 that couples to the flange of 130 and the inner region of the web (FIG. 9).

The “c” shaped coupling member 140 is coupled to the plurality of H beams 130 and 130a by a bolt-nut coupling, a welding coupling method, or the like.

The top of the front clapper plate 110 and the rear clapper plate 120 is detachably coupled by a clasp plate coupling hole 131 by a bolt-nut structure or the like coupled through the web of the H beam 130 (FIG. 3,4).

As described above, the front retainer plate 110, the rear retainer plate 120 and the perforation hole expansion member 100, while the intervals at the bottom thereof should be kept stable with each other, which may be sequentially removed upwards. A rescue should be taken.

To this end, double head bolt inserting grooves 112 and 122 are formed at the lower ends of the front retaining plate 110 and the rear retaining plate 120, and the lower ends of the front retaining plate 110 and the rear retaining plate 120 are at a predetermined distance from each other. It is supported by the double head bolt 160 inserted into the double head bolt insertion groove (112, 122) to maintain.

Since the double head bolt locking groove 132 is formed at the bottom of the web of the H beam 130 to be caught by the double head bolt 160, interference with the double head bolt 160 is prevented (FIGS. 6 and 8).

In the case of taking this structure, the lower ends of the front retainer plate 110 and the rear retainer plate 120 are supported by the double head bolt 160 to maintain a constant distance therebetween, and upon removal, only the

retainer plates

110 and 120 are upper side. Just lifting it up, you can easily work.

The reinforcement assembly 200 basically includes a plurality of widthwise rebars 220 vertically coupled to the reinforcement plate 210; A plurality of depth reinforcing bars 230 coupled to the plurality of widthwise reinforcing bars 220 in the depth direction; And a plurality of longitudinal reinforcing bars 240 coupled in the longitudinal direction to the plurality of widthwise reinforcing bars 220 (FIG. 15).

These reinforcing bars (220, 230, 240) is embedded in the concrete to be poured later to form the internal reinforcement of the wall.

Width reinforcing bar 220 is to form a width in the reinforcement of the wall, to maintain the gap with the rear retaining plate 120, the length of the reinforcing bar reinforcement slightly longer than the other width direction reinforcing bars 220 Take a configuration including, and the interval maintaining reinforcing bar 221, the end is in contact with the rear retaining plate 120, thereby maintaining the distance between the reinforcement plate 210 and the rear retaining plate (120).

The widthwise rebar 220 may take a configuration fixed to the reinforcement plate 210, but the end penetrated through the through hole formed in the reinforcement plate 210 is detachably fixed by a coupling tool such as a separate bolt. It is desirable to take the configured configuration.

After the concrete is poured, the reinforcement plate 210 will be removed together with the ground excavation for installation of the present structure, to facilitate the removal of such a reinforcement plate 210.

When the depth of the drilling hole 10 is deep, the reinforcement plate 210 includes a plurality of iron plates 210a and 210b; It is preferable to take a configuration that includes; a paddle iron plate 211 for coupling to the padding portion of the plurality of iron plate (210a, 210b) (Fig. 16).

In the case where the present structure to be installed in the ground has a configuration including a plurality of layers of beams and slabs, it is preferable that the beam coupling site iron plate 210a is provided so as to selectively expose the coupling site with the beam (FIG. 16). .

That is, after the excavation of a part of the ground, it is possible to perform the coupling work of the wall and beam reinforcement and the installation of the beam in the state in which only the plate iron plate 211 and the beam coupling portion iron plate 210a is removed.

In addition, the above-described beam installation work and thus the slab installation work can be carried out on the ground in the state of only the excavation work up to the floor, it is added that there is no need for a separate support and other provisions.

To this end, it is necessary to form a cavity by the installation of styrofoam inside the beam coupling portion iron plate (210a) to expose the rebar.

The back muscle assembly 200 is formed to have a predetermined width, and a plurality of continuous holes are installed in the drilling hole 10.

In order to ensure that the plurality of reinforcement assembly 200 is connected to each other stably, fitting of the bending structure to fit the end of the longitudinal reinforcement (240a) of the other reinforcement (200a) to the end of the longitudinal reinforcement (240a) It is preferable that the part 250 is formed (FIGS. 17 and 18).

Fitting portion 250 is specifically, the inward fitting portion 251 formed by bending inward from one end of the longitudinal reinforcement 240; It is preferable in terms of structural stability to take a configuration including; outward fitting portion 252 formed by bending outward from the other end of the longitudinal reinforcement 240 (FIG. 17).

The longitudinal reinforcing bars 240 are more preferably constituted by a pair of longitudinal reinforcing

bars

240a and 240b in which these structures are formed in a mutually symmetrical structure (FIG. 17).

When the sliding plate 253 is coupled to the fitting portion 250 of the plurality of longitudinal reinforcing bars 240 along the depth direction, more stable coupling and convenient construction of the two reinforcement assemblies (200, 200a) can be expected (Fig. 17,18).

Since the above has been described only with respect to some of the preferred embodiments that can be implemented by the present invention, the scope of the present invention, as is well known, should not be construed as limited to the above embodiments, the present invention described above It will be said that both the technical idea and the technical idea which together with the base are included in the scope of the present invention.

Claims

A drilling step of forming a drilling hole 10 in the ground;

A water collecting well forming step of forming a plurality of water collecting wells 400 at the rear of the drilling hole 10;

Each of the front and rear panels 110 and 120 is detachably coupled to each side, and the lower ends of the front and rear panels 110 and 120 are formed to maintain a constant distance from each other. Inserting a hole expanding member 100 for expanding the hole expanding member 100 by inserting the hole expanding member 100 into the punching hole 10;

Repeating the punching step and the punching hole expanding member insertion step in a lateral direction, and installing the punching hole expanding member so that the plurality of punching hole expanding members 100 are installed in a row;

An earth plate support step of supporting the upper end of the front retaining plate 110 and the upper end of the rear retaining plate 120 at the rear;

Removing the drilling hole expansion member to remove the drilling hole expansion member 100 in the state in which the front retaining plate 110 and the rear retaining plate 120 are inserted into the drilling hole 10;

Reinforcement assembly assembly step of forming a reinforcement assembly 200 by assembling the wall reinforcement (220, 230, 240) to a plurality of reinforcement plate 210;

The reinforcement assembly 200 is inserted between the front retaining plate 110 and the rear retaining plate 120, wherein the plurality of reinforcing plate 210 is a vertically stacked structure of the front retaining plate 110. Inserting the back muscle assembly to come in;

Removing the front retaining plate 110 to remove the front retaining plate (110);

A wall concrete placing step of forming a wall (W) by pouring concrete in an area between the rear retaining plate (120) and the reinforcement plate (210);

Removing the reinforcement plate (210a1) of the first floor slab installation position of the plurality of reinforcement plate 210, and removing the first floor reinforcement plate to expose a part of the wall reinforcement (220, 230, 240);

A slab formwork installation step of installing a one-layer slab formwork 21 on the ground in the area between the walls W and placing the first-layer slab reinforcement 310 in combination with the exposed wall reinforcement 220a;

Slab concrete pouring step of placing concrete in the one-layer slab formwork 21 to form a one-layer slab (S1);

Underground structure construction method comprising a.
The method of claim 1,

The catchment forming step,

Underground structure construction method characterized in that the ground formed in the ground collecting pipe (410) formed with a plurality of ground water inlet hole (401).
The method of claim 2,

The collection pipe 410 includes a circular collection pipe 411 of a circular cross-sectional structure,

The circular collection pipe (411) is an underground structure construction method, characterized in that installed in the rear spaced apart from the rear plate (120).
The method of claim 2,

The water collecting pipe 410 includes a rectangular water collecting pipe 412 having a rectangular cross-sectional structure,

The rectangular water collecting pipe 412 is installed so that one side wall is in surface contact with the rear retaining plate 120, and the groundwater inlet hole 401 is not formed in the one side wall.
The method of claim 1,

After the slab concrete pouring step,

Excavating a lower portion of the first-layer slab (S1) and removing the slab formwork;

Removing the reinforcement plate (210a2) of the basement floor slab installation position of the plurality of reinforcement plate 210, and removing the basement floor floor reinforcement plate to expose a portion of the wall reinforcement (220,230,240);

The basement 1st floor slab formwork 22 is installed on the basement layer of the area between the walls W, and the basement 1st floor slab reinforcement 320 is disposed, but the basement 1st floor is coupled with the exposed wall reinforcement 220a. Installing slab formwork;

Slab concrete pouring step of placing concrete in the basement first floor slab formwork (22) to form an underground first floor slab (SB1);

Underground structure construction method comprising a.
The method of claim 1,

Before the slab formwork installation step, the underground column forming step of forming the underground column (C) in the area between the wall (W);

The slab formwork installation step, the underground structure construction method characterized in that the first floor slab reinforcement (310) is coupled with the column reinforcement (330) exposed to the upper portion of the underground column (C).
The method of claim 1,

And a beam forming step of forming a beam in an area between the walls (W) before the slab formwork installation step.

The slab formwork installation step, underground structure construction method characterized in that the first floor slab reinforcement (310) is coupled with the reinforcement bar exposed on the upper portion of the beam.
The method of claim 1,

The drilling hole expansion member 100 is

H beam 130;

A "c" shaped coupling member 140 coupled to the flange and the inner region of the web of the H beam 130 so as to be coupled to the H beam 130a of the other drilling hole expansion member 100a;

Underground structure construction method comprising a.
The method of claim 1,

The upper ends of the front clapper board 110 and the rear clapper board 120 are coupled by a clasp board coupling hole 131 to pass through the web of the H beam 130,

Double head bolt insertion grooves 112 and 122 are formed at the lower ends of the front retaining plate 110 and the rear retaining plate 120.

Underground characterized in that the bottom of the front retaining plate 110 and the rear retaining plate 120 is supported by a double head bolt 160 inserted into the double head bolt insertion grooves 112 and 122 to maintain a constant distance from each other. Structure construction method.
The method of claim 9,

Underground web construction method of the H beam 130, characterized in that the double head bolt engaging groove 132 is formed to be caught by the double head bolt 160.
The method of claim 1,

The back muscle assembly 200 is

A plurality of widthwise rebars 220 vertically coupled to the reinforcement plate 210;

A plurality of depth direction bars 230 coupled to the plurality of width direction bars 220 in a depth direction;

A plurality of longitudinal rebars 240 coupled to the plurality of widthwise rebars 220 in the longitudinal direction;

Underground structure construction method comprising a.
The method of claim 11,

The widthwise rebar 220 is

Underground structure construction method characterized in that it comprises a gap retaining reinforcing bar (221) is installed so that the end is in contact with the rear retaining plate (120) for maintaining the gap with the rear retaining plate (120).
The method of claim 11,

The reinforcement plate 210 is

A plurality of iron plates 210a and 210b installed in a vertical stack structure;

Includes; a paddle iron plate 211 for coupling to the joint portion of the plurality of iron plate (210a, 210b);

The plurality of iron plates 210a and 210b are

Underground structure construction method characterized in that the installation so as to selectively remove the coupling portion with the beam or the slab.
The method of claim 11,

At the end of the longitudinal reinforcement 240,

Underground structure construction method characterized in that the fitting portion 250 of the bending structure is formed to fit the end of the longitudinal reinforcement (240a) of the other reinforcement assembly (200a).
The method of claim 14,

The fitting portion 250 is

An inward fitting portion 251 formed by bending inward from one end of the longitudinal reinforcing rod 240;

An outward fitting portion 252 formed by bending outward from the other end of the longitudinal reinforcing bars 240;

Underground structure construction method comprising a.
The method of claim 15,

The longitudinal reinforcement 240 is

Underground structure construction method comprising a pair of longitudinal reinforcing bars (240a, 240b) formed in a mutually symmetrical structure.
The method of claim 14,

Underground structure construction method characterized in that the sliding plate 253 is coupled to the fitting portion 250 of the plurality of longitudinal reinforcing bars 240 along the depth direction.