KR20070075506A - Construction method of underground structure using concrete filled pipe roof and concrete wall - Google Patents

Abstract

A construction method of an underground structure using a concrete filled steel pipe roof and a concrete wall is provided to apply effectively to the soft ground for a wall. The construction method of an underground structure using a concrete filled steel pipe roof and a concrete wall comprises the steps of: indenting upper gallery pipes(110a,110b) from right and left ends of a roof of an underground structure in the longitudinal direction of an underground structure; indenting many slab pipes(120) continuously from one upper gallery pipe to the other gallery pipe and indenting lower gallery pipes(130a,130b) on the lower part of the ground for wall construction; arranging reinforcing pipes in the slab pipes and placing concrete; excavating a space for a side wall of an underground structure downward from the upper gallery pipes; arranging reinforcing bars in the lower gallery pipes and placing concrete from the lower gallery pipes to the upper part of the side wall; arranging reinforcing bars in the upper gallery pipes and placing concrete; excavating the inside soil of the underground structure composed of the upper gallery pipes, the slab pipes, the side wall and the lower gallery pipes; and placing bottom concrete.

Description

Construction method of underground structure using concrete filled pipe roof and concrete wall

1 is a schematic view showing a vertical shaft excavation and steel pipe indentation preparation process in the underground structure construction method according to a first embodiment of the present invention.

Figure 2 is a view showing the upper gallery tube indentation process in the underground structure construction method according to a first embodiment of the present invention.

3 is a view showing a slab tube and a lower gallery tube indentation process in the method for constructing an underground structure according to the first embodiment of the present invention.

Figure 4a is a view showing a process of press-in the connecting steel pipes connecting the lower gallery pipes in the underground structure building method according to the first embodiment of the present invention.

Figure 4b is a view showing a process of pressing the support steel pipe to the lower gallery tube in the underground structure construction method according to the first embodiment of the present invention.

5 is a view showing a process for filling concrete in the slab tube in the underground structure construction method according to the first embodiment of the present invention.

6A is a view showing a process of excavating a space for forming sidewalls using a PC board in a method for constructing an underground structure according to a first embodiment of the present invention.

6b is a view showing a process of excavating a space for forming a side wall using a vertical hole in a method for constructing an underground structure according to a first embodiment of the present invention;

FIG. 6C is a perspective view illustrating a process of excavating a space for forming sidewalls using a vertical hole in a method for constructing an underground structure according to a first embodiment of the present invention; FIG.

FIG. 7 is a view showing a process of pouring concrete into a lower gallery tube and a side wall forming space in a method of constructing an underground structure according to a first embodiment of the present invention; FIG.

8 is a view showing a process for completing an underground structure by filling concrete in an upper gallery tube and excavating the interior of the structure in the method for constructing an underground structure according to the first embodiment of the present invention.

9 is a view showing a main steel pipe indentation process in the underground structure construction method according to a second embodiment of the present invention.

10 is a view showing a sub-steel pipe indentation process in the underground structure construction method according to a second embodiment of the present invention.

11 is a view showing a support beam construction and the lower gallery tube indentation process in the underground structure construction method according to a second embodiment of the present invention.

12A is a view showing a process of press-fitting connecting steel pipes connecting the lower gallery pipes to each other in the underground structure building method according to the second embodiment of the present invention.

12B is a view showing a process of press-fitting a supporting steel pipe into the lower gallery tube in the underground structure construction method according to the second embodiment of the present invention.

FIG. 13A is a view illustrating an excavation process using a PC plate in a space for forming a sidewall in a method for constructing an underground structure according to a second embodiment of the present invention; FIG.

Figure 13b is a view showing a space excavation process for forming the side wall using a vertical hole in the underground structure construction method according to a second embodiment of the present invention.

Figure 13c is a perspective view showing a space excavation process for forming the side wall using a vertical hole in the underground structure construction method according to a second embodiment of the present invention.

14 is a view showing a process of pouring concrete in a space for forming a lower steel pipe and a side wall in the method for constructing an underground structure according to a second embodiment of the present invention.

15 is a view showing a process of completing the underground structure by filling concrete in the main steel pipe and sub-steel pipe according to the second embodiment of the present invention, excavating the interior of the structure, and then placing the bottom concrete;

16 to 22 is a view schematically showing a conventional box-type underground structure construction method in order.

23 to 28 is a view schematically showing a conventional arched underground structure construction method in order.

<Description of Symbols for Major Parts of Drawings>

110a, 110b: Upper Gallery Pavilion 120: Slavic Pavilion

130a, 130b: lower gallery building 140: connecting steel pipe

142: support steel pipe 150: trench wall

152: guide wall 154: PCB for sidewall support

156: strut 158: vertical hole

160: floor concrete 210a, 210b: main steel pipe

220: sub steel pipe 225: support beam

230a 230b: lower gallery building 240: connecting steel pipe

242: support steel pipe 250: trench wall

258 vertical hole 260 floor concrete

The present invention relates to a method for constructing an underground structure, and more particularly, to form a underground structure using a steel pipe and to form an underground structure by excavating a lower portion of the steel pipe after constructing a trench wall. The present invention relates to a method for constructing underground structures that can be effectively applied when the ground condition of a wall is weak.

The most commonly used method for constructing underground structures such as underground shopping malls, subway and subway stations, underground parking lots, underground roads, underground communication zones, tunnels, and underground waterways is the Open Cut method, which is used for ground transportation. It has hindered the flow of traffic and caused problems such as civil noise caused by construction noise and surrounding settlement.

As an alternative to this, non-removable methods such as foreign front jacking or pipe roof method have been introduced and used in Korea.

These methods have excellent applicability when installing an oscillation base on the ground and forming a transverse structure, but are very inefficient when constructing a transverse underground structure of a type lower than the road level, that is, oscillating in an underground space.

In particular, in the case of constructing transverse underground roadways or railway structures in urban areas, and underground structures, such as subways, which are formed at a depth of about 15 m or less, their application is very low because they are poor and unstable to apply many working processes effectively. Therefore, it is true that the above methods are not only restricted in use but also economically burdened in places where the surrounding environment and geological conditions are difficult and narrow like Korea.

Thus, Korean Patent No. 322844 and Patent No. 322845 are proposed.

16 to 20 is a cross-sectional view showing the construction step of the underground structure according to the Patent No. 332844, the construction sequence is as shown in Figure 16 large steel pipe (gallery tube) (110a) (110b) two underground structures After removing the internal soil by indenting side by side in the advancing direction, as shown in FIG. 17, the internal soil is continuously press-fitted into a plurality of small steel pipes (slave tubes) 120 in a perpendicular direction in the large steel pipes 110a and 110b. After removing and filling the concrete, and then excavated vertically to the lower portion of the gallery pipe (110a) (110b) as shown in Figures 18 and 19, and poured concrete to form the wall 150, then shown in Figure 20 As described above, concrete is poured into the galleries (110a) and (110b) to connect walls and slabs, excavate the interior of the space formed by loops and walls, and then, by pouring the floor concrete 160, the construction of the underground structure is completed.

21 to 28 are cross-sectional views showing the procedure for constructing the underground structure according to Patent No. 322845. The construction order is a longitudinal direction of the left and right main steel pipes 210a and 210b as shown in FIG. 22, press the plurality of sub-steel pipe 220 in the longitudinal direction of the loop of the tunnel between the left and right main steel pipe (210a, 210b) as shown in FIG. As shown, the wall 250 is excavated while maintaining the earth wall downward from the left and right main steel pipes 210a and 210b, and as shown in FIG. 24, the space formed downward of the main steel pipes 210a and 210b. After pouring concrete into the tunnel to form the tunnel sidewall 250, as shown in Figure 25 after the hardening of the sidewall 250 to remove the soil of the main steel pipe (210a) (210b) and sub-steel pipe 220 and the main The lower portions of the steel pipes (210a) and (210b) and the sub-steel pipe (220) Cut to both side walls in the transverse direction of the tunnel to reinforce the reinforcement in the incision and cast concrete to form an arched girder support beam 225, as shown in Figure 26 after the support beam 225 is cured main After filling the concrete in the steel pipe 210a (210b) and the sub-steel pipe 220 in sequence, and as shown in Figure 27 after the internal concrete hardening of the main steel pipe (210a), 210b and sub-steel pipe 220 The internal soil of the tunnel is removed in stages, and as shown in FIG. 28, the construction of the underground structure is completed by pouring concrete 260 on the bottom of the tunnel after completion of internal digging of the tunnel.

The above patents are multi-purpose to cope with changes in domestic soil by using underground pipe construction method using steel pipe roof and concrete wall, and can build necessary underground space without changing surrounding environment with no vibration and noise, and shorten air and stability. It has a common point of excellent and economic underground structure construction method.

The difference is that in case of Patent No. 332844, the steel pipe loop is composed of gallery pipe and slab pipe, and the overall structure is box-shaped, while Patent No. 322845 has steel pipe loop made of main steel pipe, sub-steel pipe and support beam, and the overall structure is arched. Is in.

On the other hand, in both patents, if the ground ground condition of the wall is weak, a method of securing stability against settlement by reinforcing the bearing capacity of the ground should be devised. To this end, conventionally, methods for drilling soft ground support steel pipe piles, ground reinforcing grouting, extending the length of trench walls, or supporting with steel enclosures have been applied.

However, these methods are not only difficult to construct, but also take a lot of time, causing air delay and increase in construction costs.

The present invention is an improvement of the above-described conventional patents, and an object of the present invention is to provide an underground structure construction method that can be effectively applied when the ground conditions of the wall in the underground structure construction method using a steel pipe loop and concrete wall.

The object of the present invention described above is to build a loop of the underground structure to be built by injecting a plurality of steel pipe, excavating the wall trench downward from both sides of the steel pipe loop, and cast and cure concrete to build both walls, In the method of constructing the underground structure by excavating the internal space between the steel pipe loop and the concrete walls of both sides, the construction of the wall after pressing the lower gallery tube in advance in the lower part of the two walls to be constructed at the same time as the steel pipe constituting the loop. It is achieved by the method of building underground structures, characterized in that the implementation.

At this time, the steel pipe loop is composed of a plurality of slab pipes which are continuously pressed vertically in the longitudinal direction of the gallery pipe between the upper gallery pipe constituting both side ends and the upper gallery pipe or the steel pipe loop is the main constituting the left and right ends Comprised of a plurality of sub-steel pipes arcuately press-fitted between the steel pipe and the main steel pipe and support beams installed at predetermined intervals across the sub steel pipes.

Then, the plurality of connecting steel pipes are press-fitted at predetermined intervals perpendicular to the longitudinal direction of the lower gallery pipes so as to connect the lower gallery pipes to each other, or the supporting steel pipes may be press-fitted perpendicularly to the lower gallery pipes, respectively. Can be.

In addition, it is possible to form a vertical hole from the upper gallery tube or the main steel tube to the lower gallery tube at predetermined intervals in the longitudinal direction of the upper gallery tube or the main steel tube during wall construction, and the wall may be excavated using the vertical hole.

Other objects, specific advantages and novel features of the invention will become more apparent from the following detailed description and the preferred embodiments.

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

The present invention is to cope effectively when the ground condition of the wall constituting the underground structure is weak, and in parallel with the indentation of the steel pipe constituting the loop of the underground structure to expand the area of the supporting ground of the wall to improve the ground resistance performance In addition, by applying the method of indenting the lower gallery tube to build the structure constructed in the ground three-dimensionally textured to improve the overall rigidity to ensure the safety of the structure, the first implementation according to the method of constructing the loop structure It divides into an example and a 2nd Example.

<First Embodiment>

(The upper gallery building press)

First, as a preparatory step for press-fitting the upper gallery tube, as shown in FIG. The work tool formed as such is used as an oscillation base for press-fitting steel pipes, and when the length of the underground structure is long, the oscillation base can be installed in the center to press-fit the steel pipes in both directions. Long-term underground structures can also be constructed.

When the construction of the work tool is completed, after installing the reaction wall (2) to withstand the reaction force in the steel pipe propulsion work, install a pressing means such as a hydraulic jack (3) for the steel pipe propulsion and using the pressing means, shown in Figure 2 As described above, the inner gallery pipes 110a and 110b are sequentially pressed in the longitudinal direction of the underground structure at the left and right ends of the loop of the underground structure to be constructed to remove the internal soil.

(Indentation of slabs and lower galleries)

When the press-in of the upper gallery tube (110a) (110b) is completed, as shown in Figure 3, the plurality of slab tube 120 in a row from one gallery tube to the other gallery tube of the upper gallery tube (110a) (110b). Indent

In parallel with the press-in of the slab tube 120 for forming a loop as described above, the lower gallery tubes 130a and 130b are press-fitted into the ground under which the wall is to be formed. The lower gallery tube (130a, 130b) is to ensure the local ground stability of the wall by relieving the stress of the lower ground due to the load acting on the wall when the wall is formed and to form a rigid framework in the lower part of the wall . Also, it is used as a discharge passage of groundwater and earth and sand generated by wall excavation.

At this time, it is preferable to perform cement-based mortar grouting around the lower half-section of the lower gallery tube to reinforce the soft ground.

On the other hand, as shown in Figure 4a by connecting the two walls consisting of the upper gallery tube (110a), 110b and the wall and the lower gallery tube (130a, 130b) to each other to form a three-dimensional frame structure to increase the overall rigidity In addition, the support ground is soft so that the bearing strength is not secured or to prevent ground subsidence during construction, the plurality of connection steel pipes 140 may be press-fitted in a direction perpendicular to the axial direction of the lower gallery tubes 130a and 130b.

In addition, as shown in FIG. 4B, the support area (bearing force distribution area) of the wall lower bulb by penetrating the support steel pipe 142 in a direction perpendicular to the axial direction of the lower gallery tubes 130a and 130b to protrude by a predetermined length. The acupressure stress can be reduced by expanding.

(Slab tube concrete filling)

After the press-in of the slab pipe 120 is completed, as shown in FIG. 5, the reinforcing bar is reinforced inside the slab pipe 120 and filled with concrete. In addition, when the connecting steel pipe 140 or the supporting steel pipe 142 connecting the lower gallery pipe (130a, 130b) is press-fitted reinforcing the reinforcing bars in the connection steel pipe 140 or the support steel pipe 142 and filled with concrete .

(Trench excavation for underground sidewalls)

In order to build a wall of the underground structure, the upper gallery tubes 110a and 110b are cut downward by a predetermined size and excavated downward. At this time, in order to maintain the shape of the gallery pipe (110a) (110b) according to the steel pipe cutting and to ensure the stability of the ground subsidence, steel pipe stress distribution in the steel pipe inside the reinforcement ring such as H-shaped steel, L-shaped steel, C-shaped steel, etc. Welding is arranged at predetermined intervals.

On the other hand, as shown in Figure 6a, it is preferable to provide a guide wall (Guide Wall) 152 on both sides of the lower side of the upper gallery pipe (110a) (110b) when excavating the space for wall formation. The guide wall 152 as a safety protection device to ensure the workability of the wall excavation section and to smoothly transfer the floor loads loaded on the upper part of the upper gallery pipe (110a) (110b) and the slab pipe (120) to the ground. It will play a role.

The installation method is to cut the lower part of the upper gallery pipe (110a) (110b) and then excavate to a predetermined depth to secure the workability of the upper wall excavation section, install the grouting material or reinforcing bar on the excavation surface and the mold function and structural The installation is completed by superimposing the PCB with reinforcing function and grouting between the PCB on the excavation surface.

Next, the concrete PC board (earth plate) 154 specially manufactured to prevent the collapse of the earth and sand on the excavation surface is installed on both sides, and the strut 156 is installed between the PC board 154 and the PC board 154 to excavate. The surface should be prepared to collapse, and when excavating, the excavation by the size of the PCB 154, and the PCB 154 should be installed. At this time, excessive preliminary drilling should be avoided. After completing the excavation to a predetermined depth in a repetitive operation as described below to reinforce the reinforced concrete to complete the wall. At this time, the PCB is waterproofed at the time of manufacture, and the connection between the PCB and the PCB is sealed with an expansive expansion agent to completely treat the waterproofing of the wall.

6B and 6C, the lower gallery tubes 130a and 130b are disposed in the upper gallery tubes 110a and 110b at predetermined intervals in the longitudinal direction of the upper gallery tubes 110a and 110b during wall excavation. It is also possible to form a vertical hole 158 and to excavate the wall using the vertical hole 158.

At this time, in order to prevent the collapse of the vertical hole 158 and to ensure safety, it is preferable to carry out the drilling work while carrying in and installing the casing in a predetermined length unit. The vertical hole 158 can be utilized as a channel for carrying out or inflowing groundwater of the soil generated during wall excavation, thereby shortening the period of wall excavation work and ensuring construction safety of the worker.

(Concrete filling of lower gallery building and concrete pouring of sidewall of underground structure)

When the excavation construction of the side wall space is completed, the upper part of the lower gallery tubes 130a and 130b is cut in a predetermined span in the tube length direction by the width of the wall so that the vertical reinforcement of the upper wall is continuously connected to the lower gallery tubes 130a and 130b. To your stomach. This is to secure the structural integrity of the wall and the lower gallery tube, and to secure the shear resistance of the vertical rebars arranged through the incision, the shear friction strength and the wedging performance of the concrete.

Then, as shown in FIG. 7, the reinforcing bars are placed in the lower gallery tubes 130a and 130b arranged to improve the lower rigidity and the support ability of the underground structure, and the upper wall from the lower gallery tubes 130a and 130b. Pour concrete and cure.

(Top gallery building concrete filling)

When the wall construction is completed, the reinforcing bar is reinforced and filled with concrete in the upper gallery pipe (110a, 110b) as shown in FIG.

(Excavation of Underground Structures)

Thereafter, the earth and sand inside the underground structure consisting of the upper gallery pipe (110a) (110b), the slab pipe (120), the side wall 150 and the lower gallery pipe (130a, 130b) is excavated step by step. Excavation first excavates the central portion and subsequently excavates the sidewall portion.

On the other hand, when the span length of the slab pipe 120 is large, that is, when the distance between both sidewalls is large, trench drilling is carried out from the center portion to reach a predetermined ground height. After placing and installing the central column, this temporary facility is demolished.

(Floor concrete pouring)

When the internal excavation of the underground structure is completed, the drainage facility is installed in the lower part and the bottom concrete 160 is poured as shown in FIG. 8 to complete the structure.

Second Embodiment

In the second embodiment, the construction process of the steel pipe loop is different from that of the first embodiment, and the description of the repeated parts is omitted or omitted.

(Main steel pipe indentation)

A vertical shaft is formed vertically from the ground to the construction position of the underground structure, and as shown in FIG. 9, main steel pipes 210a and 210b are formed at the left and right ends of the underground structure to be constructed by using a press-fit means in the vertical shaft. Indent longitudinally and remove internal soil.

(Sub Steel Pipe Press-In)

As shown in FIG. 10, internal soils are removed while pressing the plurality of sub-steel pipes 220 side by side with the main steel pipes 210a and 210b between both main steel pipes 210a and 210b so that the steel pipe arrangement becomes arcuate. .

(Support support construction and lower steel pipe press-in)

As shown in FIG. 11, the lower parts of the main steel pipes 210a and 210b and the sub-steel pipes 220 are cut but cut to both side walls in the transverse direction of the tunnel, and the bottom is excavated to fill the excavated portion with support beams. 225 is formed. At the same time, the internal soil is removed while pressing the lower gallery tubes 230a and 230b into the lower part of the ground where the trench walls are formed. In this case, the connection steel pipe 240 or the support steel pipe 242 may be further pressed into the lower gallery pipes 230a and 230b as in the first embodiment (see FIGS. 12A and 12B).

(Space formation step for side wall)

As shown in FIG. 13A, the space for the underground structure sidewall is excavated while maintaining the earth wall downward from the main steel pipes 210a and 210b. At this time, as in the first embodiment, it is preferable to install guide walls 252 on both lower sides of the main steel pipes 210a and 210b, as shown in FIGS. 13B and 13C. It is also possible to excavate the wall after preconstruction 258) at predetermined intervals.

(Basement sidewall construction)

As shown in FIG. 14, the reinforcing bar is placed in the space for the sidewall of the underground structure and the lower gallery tubes 230a and 230b, and the concrete is poured.

(Main concrete pipe and sub steel pipe concrete filling step)

As shown in FIG. 15, reinforcing bars are filled in the main steel pipes 210a and 210b and the sub steel pipes 220 and filled with concrete.

(Inside excavation stage)

The earth and sand inside the underground structure composed of the main steel pipe (210a) (210b) and the sub-steel pipe 220, the side wall 250 and the lower gallery pipe (230a, 230b) is excavated in stages.

(Floor concrete pouring)

As shown in FIG. 15, the bottom concrete 260 constituting the bottom of the underground structure is poured to complete the structure.

Underground structures according to the present invention constructed as described above can be used for multi-purpose applications such as underground shopping malls, subway and subway stations, underground parking lots, underground driveways, underground communication zones, tunnels, underground waterways.

As described above, according to the present invention, it is possible to construct underground structures in areas of extreme soft ground or severe soil changes, to minimize the risk of damage to adjacent structures due to minimization of ground behavior, and to facilitate smooth operation regardless of underground works. It is possible to secure ground traffic flow, railroad operation, and walking, minimize the impact of disturbance to the surrounding environment, and less civil complaints such as noise dust, and consistent work progress regardless of external weather conditions.

In particular, when the support ground condition of the trench wall is weak, the rigidity of the entire structure can be secured by using steel pipes, and the external pressure resistance ability distributed radially on the fabric surface is evenly distributed radially, which enables effective ground resistance distribution. .

Although the present invention has been described in connection with the above-mentioned preferred embodiments, various modifications and variations are possible without departing from the spirit and scope of the invention. Thus, the claims will cover any modifications or variations that fall within the spirit of the invention.

Claims (16)

After constructing the loop of the underground structure to be constructed by injecting a plurality of steel pipes, excavating the wall trench downward from both sides of the steel pipe loop, and pouring and curing concrete to build both walls, and then between the steel pipe loop and both concrete walls In the method of construction of underground structures by excavating the internal space of Underground structure construction method characterized in that the pressurization of the steel pipe constituting the loop at the same time as the lower gallery pipe in the lower portion of the two walls to be constructed in advance and then wall construction. The method of claim 1, The construction method of the underground structure, characterized in that for forming the vertical hole from the steel pipe loop to the lower gallery tube at a predetermined interval in the longitudinal direction of the steel pipe loop and excavating the wall using the vertical hole. The method according to claim 1 or 2, Underground structure construction method characterized in that the plurality of connecting steel pipes are pressed in a predetermined interval perpendicular to the longitudinal direction of the lower gallery tube between the lower gallery tube. The method according to claim 1 or 2, And the lower gallery tube penetrates through the support steel pipe so as to protrude a predetermined length perpendicular to the lower gallery tube. The method of claim 3, wherein the steel pipe loop, And an upper gallery tube constituting both ends of the loop, and a plurality of slab tubes continuously press-inserted perpendicularly to the longitudinal direction of the gallery tube between the upper gallery tube. The method of claim 4, wherein the steel pipe loop, And an upper gallery tube constituting both ends of the loop, and a plurality of slab tubes continuously press-inserted perpendicularly to the longitudinal direction of the gallery tube between the upper gallery tube. The method of claim 3, wherein the steel pipe loop, An underground structure construction method comprising: a main steel pipe constituting the left and right ends, a plurality of sub steel pipes arcuated between the main steel pipes, and support beams installed at predetermined intervals across the sub steel pipes. The method of claim 4, wherein the steel pipe loop, An underground structure construction method comprising: a main steel pipe constituting the left and right ends, a plurality of sub steel pipes arcuated between the main steel pipes, and support beams installed at predetermined intervals across the sub steel pipes. An upper gallery tube press-in process for removing internal soil while press-fitting the upper gallery tube forming a loop of the underground structure to be constructed in the longitudinal direction of the underground structure; In order to remove the internal soil while continuously press-in a plurality of slab pipes from one of the upper gallery tubes to the other upper gallery tube, and at the same time, spaced apart by the height of the wall of the underground structure to be constructed below the upper gallery tube. A slab tube and a lower gallery tube press-fitting process of pressing the lower gallery tube along with the upper gallery tube to remove internal soil; A slab tube concrete filling process for reinforcing reinforcing steel and filling concrete in the slab tube; A step of forming a space for the underground structure sidewall to excavate a space for the underground structure sidewall downwardly from the upper gallery; A bottom gallery tube and sidewall concrete placing process of placing reinforcing bars in the lower gallery tube and simultaneously placing reinforcing bars in the space for the sidewall of the underground structure and placing concrete; An upper gallery tube concrete filling process for reinforcing reinforcing bars in the upper gallery tube and filling concrete; Excavating soil in an underground structure including the upper gallery tube, the side wall, and the lower gallery tube; Underground structure construction method comprising the step of pouring the floor concrete constituting the floor of the underground structure. The method of claim 9, The space forming step for the underground structure sidewall is characterized by forming a vertical hole from the upper gallery tube to the lower gallery tube at predetermined intervals in the longitudinal direction of the upper gallery tube, and excavating the wall using the vertical hole. . The method according to claim 9 or 10, The slab pipe and the lower gallery tube press-in process further comprises the step of removing the internal soil while indenting the connecting steel pipe from one gallery tube to the other gallery tube of the lower gallery tube. The method according to claim 9 or 10, The slab tube and the lower gallery tube indentation process further comprises a step of protruding by a predetermined length through the support steel pipe perpendicular to the longitudinal direction of the lower gallery tube. A main steel pipe press-in step of press-fitting the main steel pipe in the longitudinal direction of the underground structure at the left and right ends of the predetermined underground structure and removing internal soil; A sub-steel pipe press-fitting process of press-fitting a plurality of sub-steel pipes in an arc shape between the main steel pipes and removing internal soil; Cut the lower part of the sub-steel pipe but cut to both side walls in the transverse direction of the underground structure, excavate the lower part, reinforce the reinforcement to the excavation part and cast concrete to form a support beam, and at the same time the lower gallery tube under the main steel pipe Forming a support beam and a lower gallery tube press-fitting process to pressurize the basement structure in the longitudinal direction to remove internal soil; A space forming step for underground structure sidewalls that excavates a space for underground structure sidewalls downwardly from the main steel pipe; A process of filling the lower gallery tube concrete and underground structure sidewalls to reinforce reinforcing bars and fill concrete in the spaces for the lower gallery tube and the underground structure sidewalls; A steel pipe concrete filling process for reinforcing reinforcing bars and filling concrete to the main steel pipe and the sub steel pipe; Removing soil in the underground structure including the main steel pipe, the sub steel pipe, the side wall, and the lower gallery pipe; And connecting the lower gallery tube and placing the floor concrete constituting the floor of the underground structure. The method of claim 13, The space forming step for the underground structure side wall is characterized in that for forming a vertical hole from the main steel pipe to the lower gallery tube at a predetermined interval in the longitudinal direction of the main steel pipe and using the vertical hole to excavate the wall structure. The method according to claim 13 or 14, The support beam forming and lower gallery tube indentation process further comprises the step of removing the internal soil while pressing the connecting steel pipe from one gallery tube to the other gallery tube of the lower gallery tube. The method according to claim 13 or 14, The support beam forming and lower gallery tube press-in process further comprises a step of protruding by a predetermined length through the support steel pipe perpendicular to the longitudinal direction of the lower gallery tube.

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