JPH0781485B2 - How to construct an excavation space - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION (a). BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing an excavation space suitable for application when constructing a large-section tunnel, a subway station, a large underground space, and the like.

(B). Conventional technology Conventionally, in the excavation of a tunnel with low ground strength, a method has been used in which excavation in the vicinity of the upper end of the tunnel precedes construction of the lining, and the excavation is performed sequentially toward the lower part of the tunnel. There is.

In addition, in Japanese Examined Patent Publication No. 47-10954, a shield machine formed in an arch type is used, and a plurality of cutters mounted on the frame are reciprocally moved within a predetermined range, and the entire shield machine is pressed in the tunnel excavation direction. , A technique of excavating a tunnel in a ring shape leaving a central core part is disclosed.

(C). Problems to be Solved by the Invention However, in the method of preceding excavation of the upper end of the tunnel,
The work space is inevitably limited, it is difficult to introduce the excavating machine, and there is the inconvenience of having to rely on manual excavation. Further, when the tunnel has a large cross section, it is necessary to make a fine split in order to prevent the collapse of the top ground, and the above-mentioned inconvenience is further increased.

In addition, the shield excavator disclosed in Japanese Examined Patent Publication No. 47-10954 discloses a frame of the shield excavator and a frame of the shield excavator for supporting the excavation reaction in order to excavate a face at once with a plurality of cutters. There is a drawback that the excavator inevitably becomes large in size because it requires a powerful jack for supporting and fixing it. Also, if an attempt is made to support a strong excavation reaction force with a lining constructed in-situ on the ground, it is necessary not only to construct a lining that has sufficient design strength from the beginning, but After pouring, it is necessary to fully cure the concrete for constructing the work until it can support such a strong excavation reaction force, and the construction period is delayed by that much.

In addition, in the case of Japanese Patent Publication No. 47-10954, since a plurality of cutters simultaneously perform excavation operation in all cross sections, it is difficult to apply an excavating force evenly from the jack to each cutter depending on the condition of the ground, etc. The excavation depth in the tunnel excavation direction by the cutter is not constant in all cross sections, and overexcavation or insufficient excavation occurs, so it is necessary to make correction excavation.
It is difficult to maintain the accuracy of excavation and to smoothly advance the shield.

The present invention is capable of efficiently excavating an excavation space such as a tunnel having a large cross section in order to eliminate the above-mentioned drawbacks, and even if the lining is constructed with cast-in-place concrete, the lining constructed permanently is constructed from the beginning. The purpose of the present invention is to provide a method for constructing an underground space that does not need to be used, and that can take the reaction force of excavation without waiting for sufficient curing of concrete, and that enables accurate excavation with a simple configuration. is there.

(D). Means for Solving the Problems That is, in the present invention, the silott tunnel (3, 5) is excavated in advance along the underground space (1) to be excavated, and the cross section of the underground space is provided between the silott tunnels. A ring excavator (7) having a frame (10) having a shape corresponding to the above is provided movably in the excavating direction of the underground space, and a front messel (13) is formed in an arc shape along the cross section of the underground space on the frame. The front messel comprises a plurality of messel plates (17) which are selectively reciprocatingly driven in the excavating direction, and the ground excavating means (21) is attached to the frame to form an underground space along the frame. In the cross-sectional direction, it is provided so as to be movable and positionable between the silott tunnel and the top of the underground space, and a cutter is provided so as to project and drive in the tunnel excavating direction in the rock excavating means. The excavation means is sequentially positioned from the lowermost position on the side of the silott tunnel to the position reaching the top end in a form corresponding to the messel plate, and the natural excavation means is used to excavate the rock at the positioned position. With a width (W2) corresponding to the messel plate, sequentially excavating over a predetermined length until reaching the top end, and further, corresponding to the position where the excavation by the rock excavating means is performed. The Messel plate is selectively driven to protrude in the natural direction to prevent the deformation and collapse of the natural rock in the relevant portion, and the natural rock excavating means reaches the top end of the underground space to connect the silott tunnels. When the ground has been excavated in an arch shape for a predetermined length, the frame is moved in the excavation direction, and the frame is formed behind the ring excavator, and a core portion is formed inside the frame as a result of excavation. An arc-shaped concrete pouring space (26) is constructed between the end of the pre-lining shell (23) and the end of the pre-lining shell (23). The lining shell is constructed, and the ground core portion inside the constructed pre-lining shell is excavated to construct an underground space.

The numbers in parentheses are for convenience of showing the corresponding elements in the drawings, and thus the present description is not limited to the description in the drawings. The following “(e).
The same applies to the column of "action".

(E). Action With the above-described configuration, the present invention acts so that the natural core portion (2b) in the pre-lining shell (23) is excavated while the pre-lining shell (23) supports the natural ground (2). To do.

Further, the present invention functions so that the natural ground excavating means (21) sequentially excavates the natural ground from the side of the silott tunnel to the top end with a width corresponding to the Messel plate.

(F). Embodiment An embodiment of the present invention will be described below with reference to the drawings.

FIG. 1 is a cross-sectional view showing an example of a tunnel excavation site to which the present invention is applied, FIG. 2 is a cross-sectional view of the excavator portion of FIG. 1 taken along arrow II, and FIG. 3 is a cross-sectional view showing an example of a ring excavator. FIG. 4 is a sectional view showing an example of a tunnel construction method according to the present invention.

As shown in FIGS. 2 and 4, the excavation site of the tunnel 1 has the silott tunnels 3 and 5 that are drilled in the direction of arrow A, which is the tunnel excavation direction, prior to the natural ground 2. As shown in FIG. 2, the silott tunnels 3 and 5 are provided on both sides in the cross-sectional direction of the tunnel 1 to be excavated. As shown in FIG. 2, the silott tunnels 3 and 5 have a side wall 6 made of concrete placed in the lower part of the figure, and a ring excavator formed in an arch shape between the silott tunnels 3 and 5. 7 is provided. The ring excavator 7 has a frame 10 formed along a tunnel cross section to be excavated, and the frame 10 is a trolley provided so as to be movable in the directions of arrows A and B in the silott tunnels 3 and 5. As shown in FIG. 2, the carriage 11 is provided with a chute chute 11a for discharging excavated earth and sand. Also, on the frame 10, as shown in FIGS. 1 and 3, a bottom messel 12 and a front messel 13 are provided.
Are provided in parallel so as to form an excavator movement space 15 having an arcuate interval W1, and the respective messels 12, 13 are provided in an arcuate shape along the tunnel cross section. Each Messel
12 and 13 are provided with a plurality of messel plates 16 and 17 formed in a rectangular plate shape so as to be selectively reciprocally movable in the directions of arrows A and B, which are tunnel excavation directions, between the messel plate 16 and the frame 10. As shown in FIG. 3, a drive cylinder 19 is provided in the vehicle so as to move and drive the messel plate 16 in the directions of arrows A and B. The gripper 14 is directed toward the core of each messel plate 16. It is provided so as to project and drive in the directions of arrows I and J, and between the messel plate 17 and the frame 10, as shown in FIG. 3, a drive cylinder 20 moves the messel plate 17 in the directions of arrows A and B. It is provided so that it can be moved.

Further, as shown in FIG. 3, guide rails 10a and 10c are laid parallel to each other along the tunnel cross section in the upper and lower portions of the frame 10 in the excavator movement space 15, and the lower part of the figure A rack 10b is formed on the guide rail 10a along the tunnel cross section. Guide rail 10a,
A ring traveling excavator 21 is freely movable in 10c along the guide rails 10a and 10c through traveling gears 21a and 21a provided on the lower portion of the frame 21b of the traveling excavator 21 in the directions C and D shown in FIG. The two telescopic jacks 21c are provided on both sides of the frame 21b in FIG.
It is provided so that it can be driven to project in any direction. Also,
Cutters 21d, 21 are provided on the upper and lower sides of FIG. 3 at the tip of each ram 21f.
d is rotatably mounted, and a swinging jack 21g is provided between the telescopic jacks 21c and the frame 21b.
Is provided so that it can be driven to project in the directions of arrows G and H.

A skin plate 22 is provided on the left side of FIGS. 1 and 3 of the frame 10 in a shape of a substantially semicircular shape along the tunnel cross-sectional shape. Fig. 3 Left end is pre-built shell
It is in contact with the outer circumference of 23 facets. Furthermore, a partition wall 10d is provided on the frame 10 so as to partition the frame 10 in the left-right direction in FIG. 3, and the partition wall 10d is provided with a concrete casting pipe 10e.
Are arranged along the tunnel cross section, and in the casting pipe 10e, concrete injection pipes 10f are arranged at predetermined intervals in the tunnel cross section direction, that is, in the directions of arrows C and D in FIG.
It is provided in the form of opening.

Since the excavation site of the tunnel 1 has the above-described structure, when excavating the tunnel 1, first, the silott tunnels 3 and 5 are preceded, as shown in FIG.
The side wall 6 is built in the silott tunnels 3 and 5, while excavating and confirming the geology of the ground 2 from which the tunnel 1 will be excavated in advance. When the side wall 6 is constructed, a portion corresponding to the inside of the tunnel 1 is left as a slide-out space 6a so that the slide-out can be easily performed when excavating by the ring excavator 7 later.

Thus, when the silott tunnels 3 and 5 are constructed in advance, as shown in FIG. 1, the ring excavator 7 is injected with concrete in the previous excavation cycle and the predetermined length L1 of the pre-lining shell 23 is injected with concrete. The ring traveling excavator 21 is connected to the silott tunnel 3 or 5 from the state where the construction of (1) is completed. The frame is positioned at a position corresponding to the lowermost messel plate 17 of the frame 10, and in that state the cutter 21d is rotationally driven while the ram of the telescopic jack 21c is rotated.
21f is appropriately driven to project in the directions of arrows E and F, and the ram 21h of the swinging jack 21g is appropriately driven to project in the directions of arrows G and H to move the telescopic jack 21c together with the cutters 21d and 21d.
The rock 2 is swung up and down in the figure around 1i, and the ground 2 on the right side of FIG. 3 is excavated over the width W2 of the messel plate 17. The gap caused by excavation at this time is the excavator movement space in the frame 10.
Passing through the slide chute 11a of the bogie 11 through 15 through its own weight, the slide out space 6a in the silott tunnel 3 or 5
Since it is discharged into the inside, the slipping out accompanying the excavation is completed only by discharging the slitted inside the slipping out space 6a outside the tunnel.

Thus, the cutter 21d is appropriately moved with respect to the face 2a via the telescopic jack 21c and the swinging jack 21g, and the frame 21b is further moved via the guide rails 10a and 10c to the running gear 21a.
And the rack 10b engaged with the gear 21a, the arrow C in FIG.
By moving and driving in the D direction, the ground facing the lowermost Messel plate 17 in FIG. 2 is excavated over the width W2 in the tunnel cross-section direction and the length L2 in the tunnel excavation direction (arrow A direction).

At this time, since the excavation of the face 2a is performed only in the portion corresponding to the Messel plate 17 in which the excavator 21 is excavating, the excavation reaction force acting on the frame 10 from the excavator 21 side is small, and therefore the frame It is not necessary to make 10 so strong, and the reaction force can be supported with a simple configuration. Further, the reaction force acting on the frame 10 is the pre-lining shell 23 made of cast-in-place concrete on the left side of FIG.
However, as mentioned above, the excavation reaction force acting from the excavator 21 side is not so large,
The prelining shell 23 does not require mechanical strength as much as the permanent lining, and the concrete that constitutes the prelining shell 23 does not have to be sufficiently cured, but it is sufficient that some degree of solidification has been achieved. Is.

In this state, the lowermost messel plate 17 in FIG. 2 of the front messel 13 is selectively projected in the direction of arrow A by driving the drive cylinder 20 to project, thereby preventing deformation and collapse of the excavated natural ground. In addition, Messel plate 17
In the projecting operation in the direction of arrow A, when the excavation in the direction of arrow A by the cutter 21d appropriately progresses without waiting for the cutter 21d to complete the excavation of the length L2, Naturally, it is also possible to prevent deformation and collapse of the mountain 2.

Thus, the lowermost Messel plate of the ring excavator 7
The ground 2 of the portion corresponding to 17 has a length L2 in the tunnel excavation direction.
No. 2 ring excavator 21
The ring traveling excavator 21 is driven to move in the direction of the arrow D in the figure.
Is positioned at a position facing the Messel plate 17 adjacent to the Messel plate 17 of the front Messel 13 which has been driven to project in the direction of arrow A after the excavation has been completed, and the ground of the Messel plate 17 portion is similarly grounded as before. Excavate 2 across width W2 and length L2. At this time, the gap generated during excavation is due to the excavator moving space 15 and the completion of excavation and the Messel plate.
17 is smoothly discharged from the slide chute 11a into the slipping out space 6a in the silott tunnels 3 and 5 through the excavated portion of the natural rock protruding in the A direction. In this way, when the ground 2 of the portion corresponding to the messel plate 17 of the ring excavator 7 is excavated over the length L2 in the tunnel excavation direction,
Similarly to the previous case, by driving the driving cylinder 20 to project the messel plate 17 at the portion where the excavation of the front messel 13 has been completed, it selectively projects in the direction of arrow A to prevent deformation and collapse of the excavated natural ground. . Next, the ring traveling excavator 21 is further moved and driven in the direction of arrow D in FIG.
Position the ring traveling excavator 21 at a position facing the Messel plate 17 adjacent to the Messel plate 17 of the front Messel 13 which has been excavated and has been driven to project in the direction of arrow A. Excavate 17 parts of the ground 2 with width W2 and length L2. In this way, the ring excavator 21 is intermittently moved from the portion of the silott tunnels 3 and 5 below the natural ground 2 along the frame 10 toward the upper section of the tunnel 1 by a distance corresponding to the width W2 of the messel plate 17. When the excavation is completed, the rock mass 2 of the Messel plate 17 part is excavated in the tunnel direction by the length L2, and when the excavation is completed, the Messel plate 17 of the part is selectively projected in the arrow A direction. , When the ring excavator 21 reaches the top end of the frame 10 and the excavation of that part is completed, the natural ground 2 is circled along the frame 10 in the direction of arrow A, which is the tunnel excavation direction, by a distance L2. It will be in a state of being excavated in an arc shape.

In this way, when the natural ground 2 is excavated along the frame 10 in the direction of the arrow A, which is the tunnel excavation direction, in a circular arc shape by the distance L2, by driving the drive cylinders 19 to drive the respective messel plates 16 of the bottom messel 12, the arrow The excavated arc-shaped ground 2 is projected in the direction A, and each of the front and rear messel plates 17 and 17 of the bottom messel 13 is
It is covered with 16 to prevent the ground from deforming and collapsing. Further, when each of the messel plates 16 of the bottom messel 12 is projected in the A direction, the gripper 14 provided on each of the messel plates 16 is surrounded by the ring excavator 7 and is in the direction of the unexcavated core portion 2b, that is, In FIG. 3, it projects in the direction of arrow J and fixes each messel plate 16 to the core 2b.

When the drive cylinders 19 and 20 are retracted in this state, the friction between the messel plates 16 and 17 and the natural ground 2 causes each of the messel plates 16 of the bottom messel 12 to be fixed to the core portion 2b. Therefore, the entire frame 10 advances in the direction of arrow A by the length L2.
A concrete placing space 26 equal to the distance L2 is formed between the partition wall 10d and the end portion 23a of the pre-lining shell 23 which was placed and constructed immediately before.

In this state, the messel plates 16 and 17 are in a retracted state with respect to the frame 10, so that the ring traveling excavator 21 faces the messel plate 17 of the lower front messel 13 in FIG. 2 as in the case described above. After moving to the position, the facing face 2a is excavated again by the cutter 21d for each width W2 at the distance L2, and the natural ground 2 is excavated in an arc shape. In this way, when the ground is excavated again in an arc shape for the distance L2, the frame
Similarly to the previous time, 10 is moved in the direction of arrow A by the distance L2 to increase the distance L2 between the end portion 23a of the concrete placing space 26 and the partition wall 10d. Until the distance L2 of the concrete placing space 26 reaches a predetermined distance, the excavation of the arcuate ground by the ring excavator 21 and the movement of the frame 10 in the direction of arrow A are repeated, but the concrete placing space 26 When the distance L2 becomes a predetermined distance, the partition wall 10d of the frame 10, the natural core portion 2b,
By the end 23a of the pre-lining shell 23 and the skin plate 22 of the frame 10, the length in the arrow A and B directions is L1 and the width in the arrow I and J directions is at the rear of the ring excavator 7, that is, the wellhead side.
A concrete placing space 26, which is W1, is formed in an arc shape.

Therefore, concrete is placed in the concrete placing space 26 through the concrete supply pipe 10e through the injection hole 10g, and as shown in FIG. 1, the pre-lining shell 23 having the length L1 is placed in the ground 2. Build in an arch. It should be noted that the above-described excavation operation by the ring traveling excavator 21 is started again in a state in which the concrete placed in the concrete placing space 26 has solidified to some extent (a state before being sufficiently cured).

In this way, each time the frame 10 travels in the direction of the arrow A by the predetermined distance L1, the prelining shell 23 is placed and constructed, and the tunnel 1 is formed in the ground 2 as shown in FIG.
The pre-lining shell 23 is formed in an arch shape in a form preceding the above, and the core portion 2b surrounded by the pre-lining shell 23 is formed.
The earth pressure of the ground 2 above the prelining shell 23 is supported by the prelining shell 23. In this condition, the core 2b surrounded by the pre-lining shell 23 is excavated by using a heavy machine to construct the tunnel 1. However, since the pre-lining shell 23 pre-constructed acts as a supporting structure for the core 2b. Even if large-scale excavation work is performed using heavy equipment, the deformation and collapse of the natural ground 2 are prevented in advance. Since the pre-lining shell 23 is constructed by the ring excavator 7 in parallel with the excavation of the core 2b on the side of the silott tunnels 3 and 5, the excavation of the core 2b and the construction of the pre-lining shell 23 are performed. Operations can be performed in parallel at the same time, and construction with high work efficiency becomes possible. When the excavation of the core portion 2b is completed and there is a problem with the strength of the prelining shell 23 exposed in the tunnel 1 as a support structure, as shown in FIGS. A steel support 27 made of steel, etc. is installed as appropriate.

Furthermore, although the above-mentioned embodiment describes the case where the present invention is applied to excavation of a tunnel, the present invention is not limited to excavation of a tunnel, but in all cases where it is necessary to excavate a large cross-section space in the ground. It is applicable and can be used in various cases such as construction of subway stations and underground spaces.

(G). As described above, according to the present invention, the silott tunnels 3, 5 are provided along the underground space such as the tunnel 1 to be excavated.
And a ring excavator 7 having a frame 10 having a shape corresponding to the cross section of the underground space is provided between the silott tunnels so as to be movable in the direction of excavation of the underground space, and a front messel 13 is attached to the frame. The front messel is provided in an arc shape along the cross section of the underground space, and the front messel is composed of a plurality of messel plates 17 selectively reciprocatingly driven in the excavating direction, and the ring traveling excavator is mounted on the frame.
A rock excavating means such as 21 is provided along the frame in a cross-sectional direction of the underground space so as to be movable and positionable between the silott tunnel and the top of the underground space.
The ground excavating means is provided with a cutter 21d so that it can be driven to project in the tunnel excavating direction, and the rock excavating means corresponds to the messel plate from the lowest position on the side of the silott tunnel to the position reaching the top end. While sequentially positioning in the form of, by the rock excavating means at the positioned position, the natural ground, the width W2 corresponding to the Messel plate,
Sequentially excavate for a predetermined length until it reaches the top end, and further selectively drive the Messel plate corresponding to the position where the excavation by the natural excavation means is carried out in the natural direction. Preventing the deformation and collapse of the ground of the part, where the ground excavating means reaches the top end of the underground space and the ground between the silot tunnels is excavated in a predetermined length in an arch shape, The frame is moved in the direction of excavation, and behind the ring excavator, an arc-shaped concrete mortar is placed between the frame, the core portion generated inside the frame as a result of excavation, and the end portion of the pre-lining shell 23 that has been constructed. Constructing the installation space 26, placing concrete in the concrete placing space to construct a pre-lining shell of a predetermined length L1, and further excavating the natural core portion inside the constructed pre-lining shell. Since the ground space is constructed by constructing an underground space, the ground is supported by the pre-lining shell 23 at the time of excavation of the core, so there is a risk of falling even if large-scale excavation is performed with heavy machinery. It is possible to efficiently excavate large-section tunnels. Further, since the construction work of the pre-lining shell 23 is performed on the side of the silott tunnels 3 and 5, and the excavation work of the core of the ground is performed on the face face side, the face face excavation work and the support work, which have been alternately performed in the past, have been performed. It is possible to perform the construction work of (1) at the same time in parallel, and it is possible to efficiently construct the excavation space.

Further, the rock excavating means is provided on the frame along the nuclear frame in a cross-sectional direction of the underground space so as to be movable and positionable between the silott tunnel and the top end of the underground space. A cutter is provided so as to be capable of projecting and driving in the tunnel excavation direction, and the rock excavating means is sequentially positioned from the lowermost position on the silott tunnel side to the position reaching the top end in a form corresponding to the messel plate. Together with the natural rock excavation means at the positioned position, the natural rock with a width corresponding to the Messel plate,
Since the excavation was carried out sequentially over a predetermined length until it reached the top end, excavation of the face was performed only at the portion corresponding to the Messel plate where the natural excavation means is excavating. The excavation reaction force acting on the frame from the mountain excavation means side is small, and therefore, it is not necessary to make the frame so strong, and the reaction force can be supported with a simple configuration.

Even when the reaction force acting on the frame is supported by the prelining shell made of cast-in-place concrete on the left side of FIG. 3, the excavation reaction force acting from the rock excavating means side is so large as described above. Since it is not a thing, the prelining shell does not require the mechanical strength of the permanent lining, and the concrete that constitutes the prelining shell has achieved a certain degree of solidification even if it is not fully cured. The condition is enough, and the construction period can be shortened accordingly.

Further, the rock excavating means is sequentially positioned from the lowest position on the side of the silott tunnel to the position reaching the top end in a form corresponding to the Messel plate, and the rock excavating at the positioned position. Since the ground is excavated sequentially by a means with a width corresponding to the messel plate and over a predetermined length until it reaches the top end,
Since the ground excavated at one time by the ground excavation means is only the width corresponding to the Messel plate, it tends to occur when the frame is pressed by the jacks and the entire cross section of the face is excavated at one time by multiple cutters. The unevenness of the excavation depth caused by the unevenness of the excavating force acting, that is, the occurrence of excess excavation or insufficient excavation is avoided as much as possible, and the accuracy of excavation can be maintained and the frame can be smoothly propelled.

[Brief description of drawings]

FIG. 1 is a cross-sectional view showing an example of a tunnel excavation site to which the present invention is applied, FIG. 2 is a cross-sectional view of the excavator portion of FIG. 1 taken along arrow II, and FIG. 3 is a cross-sectional view showing an example of a ring excavator. FIG. 4 is a sectional view showing an example of a tunnel construction method according to the present invention. 1 …… Underground space (tunnel) 2 …… Solid ground 2a …… Core part 3, 5 …… Silot tunnel 7 …… Ring excavator 10 …… Frame 13 …… Front Messel 17 …… Messel plate 21 …… Ground Mountain excavation means (ring excavator) 21d …… Cutter 23 …… Pre-lining shell 23a …… Tsumama 26 …… Concrete placing space

Claims (1)

[Claims] 1. A ring excavator having a frame having a shape corresponding to the section of the underground space is previously drilled along a underground space to be drilled, and a ring excavator is installed in the underground space in the direction of excavation. The front messel is provided in an arc shape along the cross section of the underground space in the frame, and the front messel comprises a plurality of messel plates selectively reciprocatingly driven in the excavation direction. The ground excavation means is provided in the frame along the frame in a cross-sectional direction of the underground space so as to be movable and positionable between the silott tunnel and the top end of the underground space. The means is provided with a cutter so that it can be driven to project in the tunnel excavation direction, and the rock excavation means reaches the top end from the lowest position on the side of the silott tunnel. Up to a certain position, the rock is sequentially positioned in a shape corresponding to the messel plate, and the ground is excavated by the rock excavating means at the positioned position with a width corresponding to the messel plate and for a predetermined length. Are sequentially excavated until reaching, and further, the Messel plate corresponding to the position where the rock excavation means has excavated is selectively driven to project in the rock direction to deform and collapse the rock of the relevant portion. Where the rock excavating means reaches the top end of the underground space and the rock between the silott tunnels has been excavated for a predetermined length in an arch shape, and the frame is moved in the excavating direction, Behind the ring excavator, an arc-shaped concrete pouring space is constructed between the frame, the core portion generated inside the frame as a result of excavation, and the end portion of the constructed pre-lining shell. In order to construct an underground space by pouring concrete into the concrete placing space to construct a pre-lining shell of a predetermined length, and further excavating the natural core portion inside the constructed pre-lining shell. The method for constructing the excavation space configured as above.