KR101385971B1 - A construction method for tunnelling - Google Patents

Abstract

The present invention relates to a method of constructing a tunnel, which includes the steps of: (a) burying a plurality of pillar reinforcements in a longitudinal direction of a tunnel by a preset length from the ground of a tunnel starting point at a pillar part to be formed between prior and posterior tunnels while being spaced apart from each other; (b) excavating the prior tunnel; (c) casting shotcrete on an excavation surface of the prior tunnel; (d) mounting a reinforcement on the excavation surface of the prior tunnel at the pillar part, casting shotcrete, and mounting a steel rib on the excavation surface of the prior tunnel; (e) forming a perforation at the pillar part between the pillar reinforcements horizontally toward the posterior tunnel to be excavated from the excavation surface of the prior tunnel; (f) inserting and settling the reinforcement into the perforation; (g) excavating the posterior tunnel; (h) casting the shotcrete on an excavation surface of the posterior tunnel; (i) installing the reinforcement on the excavation surface of the pillar part of the posterior tunnel, casting shotcrete, and mounting the steel rib on the posterior tunnel; (j) mounting bearing plates on an entrance and an exit of the reinforcement exposed from the excavation surfaces of the prior and posterior tunnels; and (k) Inserting a tension member into the reinforcement member and fixing the tension member by pulling the tension member. According to the present invention, since the distance between the prior and posterior tunnels can be reduced to 1.5 times or less of a tunnel excavation width, the area of a land used for tunnel construction can be reduced. Accordingly, the cost required for the land purchase is reduced.

Description

A construction method for tunnelling

The present invention relates to a tunnel construction method.

1 is a perspective view showing a conventional parallel tunnel in which the preceding and following tunnels are formed in parallel. In the case of the conventional parallel tunnel, the distance between the preceding tunnel 1 and the following tunnel 2 is generally set at 1.5 times or more based on the tunnel excavation width. This is to ensure the stability of the pillar portion 4 formed between the preceding tunnel 1 and the trailing tunnel 2.

However, it is sometimes difficult to secure the separation distance between the preceding tunnel and the following tunnel due to the terrain conditions of the tunnel construction site. In the conventional case, a two-arch tunnel excavation method for constructing a concrete column by first constructing a central tunnel at a central portion where a tunnel is to be formed and then excavating a main tunnel to both sides thereof is widely used.

However, in the case of the two-arch tunnel excavation method mentioned above, the central tunnel where the trailing tunnel is to be formed is first constructed with concrete pillars, and the tunnel is extended and excavated to the side. It takes a lot of disadvantages. In addition, as all loads are concentrated on the central wall, structural instability is caused, and water leakage occurs frequently in the valleys formed above the central wall.

The present invention is to solve the above problems, to provide a tunnel construction method that can be constructed even if it is difficult to form a sufficient separation distance between the preceding tunnel and the trailing tunnel.

Tunnel construction method according to an embodiment of the present invention, (a) a step of installing a plurality of filler reinforcement in the tunnel length direction from the ground of the tunnel starting point to a predetermined length in the pillar to be formed between the preceding tunnel and the trailing tunnel; (b) digging the preceding tunnel; (c) placing shotcrete on the excavation surface of the preceding tunnel; (d) forming a hole in the pillar portion between the plurality of pillar portion reinforcement in a horizontal direction toward a trailing tunnel to be excavated from the shotcrete surface of the preceding tunnel; And (e) inserting and fixing a reinforcing member in the drilling hole, and in step (b), excavating a lot of the filler part side drilling surface in comparison with other drilling surfaces of the preceding tunnel, and (c) step Compared to other excavation surface of the preceding tunnel, the shotcrete is thickly placed on the pillar-side excavation surface, the drilling hole is formed on the filler-side excavation surface on which the shotcrete is thickly poured, the reinforcing member inserted into the drilling hole Protrudes from the shotcrete surface, the pressure plate is installed on the shotcrete surface of the portion where the shotcrete is thickly placed.

In addition, in the step (a), the plurality of pillar reinforcement may be installed to protrude forward than the ground of the tunnel starting point, and concrete or shotcrete may be poured on the pillar reinforcement protruding forward than the ground of the tunnel starting point. .

In addition, in the step (c), concrete may be poured in place of the shotcrete on the filler side of the preceding tunnel.

In addition, after the step (c), (c ') may further comprise the step of reinforcing the filler side side drilling surface of the preceding tunnel.

Further, in the above (c '), a reinforcing lattice network formed by arranging deformed reinforcing bars in a lattice shape on the pillar-side excavation surface of the preceding tunnel can be provided, and shotcrete can be poured on the reinforcing lattice network.

In addition, after the step (c), (c '') may further comprise the step of installing the rigid material on the excavation surface of the preceding tunnel.

In addition, the step (c '') may include the step of installing the base on the left and right bottom surface for the jack-up of the steel retainer.

In addition, the step (c '') may include the step of closing the rigid material is installed on the bottom surface of the preceding tunnel is installed on the excavation surface.

In addition, after the step (c), (c '' ') may further include the step of constructing a rock bolt on the remaining excavation surface other than the filler side of the excavation surface of the preceding tunnel.

In addition, when digging the upper and lower half during the excavation of the preceding tunnel, a reinforcement lock bolt for fixing the rigid retaining material can be fastened to the lower end of the left and right side walls of the upper half.

In addition, step (e) may include pressure grouting between the drilling hole and the reinforcing member.

In addition, in the step (e), the reinforcing member may be installed to protrude more than the predetermined excavation surface of the filler portion side of the trailing tunnel to be excavated.

In addition, the reinforcing member of the step (e) may be a double steel pipe or a bent steel pipe.

In addition, a part of the pillar-side drilling surface of the preceding tunnel may be partially excavated vertically from the ground.

In addition, a shotcrete or concrete pouring may be made in the drilling surface vertically excavated surface of the pillar portion in a horseshoe or egg shape.

In addition, mechanical drilling or control blasting may be applied near the pillar part in the drilling of the preceding tunnel.

In addition, the waterproof sheet may be installed on the final pouring surface of the shotcrete.

In addition, a reinforcing rock bolt or steel pipe multi-stage grouting may be installed on the upper portion of the pillar to be inclined upwardly.

The filler reinforcement may be installed to be inclined toward the center from the pillar-side excavation surface after a predetermined length from the tunnel starting point.

Tunnel construction method according to another embodiment of the present invention, (a) excavating the preceding tunnel; (b) placing shotcrete on an excavation surface of the preceding tunnel; (c) installing a reinforcement and shotcrete on the pillar-side excavation surface of the preceding tunnel, and installing the steel sheet on the excavation surface of the preceding tunnel; (d) forming a hole in the horizontal direction toward the trailing tunnel to be excavated from the shotcrete surface of the preceding tunnel in the pillar portion; (e) inserting and fixing a reinforcing member in the drilling hole; (f) digging a trailing tunnel; (g) placing shotcrete on the excavation surface of the trailing tunnel; (h) installing a reinforcement and shotcrete on the pillar-side excavation surface of the trailing tunnel, and installing the steel retaining material in the trailing tunnel; (i) installing a pressure plate on the shotcrete surface on which the reinforcing member protrudes from the preceding tunnel and the subsequent tunnel; And (j) inserting a tension member into the reinforcement member and pulling the tension member to fix the tension member. In the steps (a) and (f), the filler is compared with other drilling surfaces of the preceding tunnel and the following tunnel. Excavate a lot of side excavation surface, and in the steps (c) and (g), shotcrete is thickly placed on the pillar part excavation surface in comparison with other excavation surfaces of the preceding tunnel and the following tunnel, and the drilling hole is The shotcrete is formed in the thickened part of the preceding tunnel and the following tunnel.

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Further, in the step (e), the reinforcing member is inserted and fixed in the direction of the trailing tunnel in the preceding tunnel, and before the step (i) of the reinforcing member exposed to the trailing tunnel side pillar by excavation of the trailing tunnel. The distal end may be cut, a tension member may be inserted into and pulled into the reinforcing member, and grouting may be performed into the reinforcing member.

In addition, the tunnel construction method according to another embodiment of the present invention, (a) excavating the preceding tunnel; (b) placing shotcrete on an excavation surface of the preceding tunnel; (c) installing a reinforcement in the pillar portion of the preceding tunnel and installing the steel retaining material in the preceding tunnel; (d) drilling a trailing tunnel; (e) placing shotcrete on the excavation surface of the trailing tunnel; (f) installing a reinforcement in the pillar portion of the trailing tunnel and installing the steel retaining material in the trailing tunnel; (g) forming a hole in the pillar in a horizontal direction from the shotcrete surface of the trailing tunnel to the shotcrete surface of the preceding tunnel toward the preceding tunnel; (h) inserting and fixing a reinforcing member in the drilling hole; (i) installing an acupressure plate on the shotcrete surface to which the reinforcing member is exposed in the preceding tunnel and the subsequent tunnel; And (j) inserting a tension member into the reinforcing member and pulling the tension member to fix the tension member. In the steps (a) and (d), the filler is compared with other drilling surfaces of the preceding tunnel and the following tunnel. More excavation of the side excavation surface, and in the steps (b) and (e), the shotcrete is thickly placed on the filler side excavation surface in comparison with the other excavation surfaces of the preceding tunnel and the following tunnel. The shotcrete is formed in the thickened part of the preceding tunnel and the following tunnel.

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In addition, the tunnel construction method according to another embodiment of the present invention, (a) excavating the preceding tunnel; (b) placing shotcrete on an excavation surface of the preceding tunnel; (c) installing a reinforcement in the pillar portion of the preceding tunnel and installing the steel retaining material in the preceding tunnel; (d) drilling a trailing tunnel; (e) placing shotcrete on the excavation surface of the trailing tunnel; (f) installing a reinforcement in the pillar portion of the trailing tunnel and installing the steel retaining material in the trailing tunnel; (g) forming a hole in the pillar in a horizontal direction from the shotcrete surface of the trailing tunnel to the shotcrete surface of the preceding tunnel toward the preceding tunnel; (i) inserting a tensile reinforcement member into the drilling hole; (j) installing the acupressure plate on the shotcrete surface to which the reinforcing member is exposed in the preceding tunnel and the subsequent tunnel; And (k) pulling and fixing the tensile reinforcing member, and in the step (a) and the step (d), the filler part side excavation surface is compared with other excavation surfaces of the preceding tunnel and the following tunnel. Excavate a lot, and in the step (b) and the step (e), shotcrete is thickly placed on the pillar-side excavation surface in comparison with the other excavation surfaces of the preceding tunnel and the following tunnel, and the perforated hole is the preceding tunnel and the trailing tunnel. In shotcrete is formed in the thickly cast part.

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In addition, the tunnel construction method according to another embodiment of the present invention, (a) excavating the preceding tunnel; (b) placing shotcrete on an excavation surface of the preceding tunnel; (c) digging the trailing tunnel; (d) placing shotcrete on the excavation surface of the trailing tunnel; (e) forming a hole in the horizontal direction toward the preceding tunnel from the shotcrete surface of the trailing tunnel to the shotcrete surface of the preceding tunnel in the pillar portion between the preceding tunnel and the trailing tunnel; (f) inserting a tensile reinforcement member into the drilling hole; (g) installing acupressure plate on the shotcrete surface to which the tension type reinforcing member is exposed in the preceding tunnel and the following tunnel; And (h) pulling and fixing the tensile reinforcing member, and in the step (a) and the step (c), the filler part side excavation surface is more than the other excavation surfaces of the preceding tunnel and the following tunnel. In the step (b) and the step (d), the shotcrete is thickly placed on the pillar-side excavation surface in comparison with the other excavation surfaces of the preceding tunnel and the following tunnel, and the drilling hole is formed in the preceding tunnel and the trailing tunnel. Shotcrete is formed in the thickly casted part.

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Through the present invention, since the separation distance between the preceding tunnel and the trailing tunnel can be reduced to 1.5 times or less based on the tunnel excavation width, the area of the land used for the tunnel construction is reduced. Accordingly, the cost of land purchase is reduced.

In addition, there is an advantage that the construction is possible even when the separation distance between the preceding tunnel and the trailing tunnel cannot be 1.5 times based on the tunnel excavation width due to space limitation.

In addition, compared with the two-arch tunnel excavation method, it has advantages such as shortening the air, reducing construction costs, and improving structural stability.

1 is a perspective view showing a conventional tunnel construction method.
2 to 10 is a view showing a tunnel construction method according to an embodiment of the present invention in the construction order.

Hereinafter, some embodiments of the present invention will be described in detail with reference to exemplary drawings. It should be noted that, in adding reference numerals to the constituent elements of the drawings, the same constituent elements are denoted by the same reference symbols as possible even if they are shown in different drawings. In the following description of the embodiments of the present invention, a detailed description of known functions and configurations incorporated herein will be omitted when it may make the difference that the embodiments of the present invention are not conclusive.

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

Hereinafter, a tunnel construction method according to an example of the present invention will be described in detail with reference to the accompanying drawings.

FIG. 2 illustrates a state in which a filler portion reinforcing material is installed in a pillar portion to be formed between a preceding tunnel and a trailing tunnel to be excavated.

Referring to Figure 2 (a), prior to the excavation of the preceding tunnel 100 and the trailing tunnel 200, a plurality of reinforcement for the filler portion 300 formed between the preceding tunnel 100 and the trailing tunnel 200. Filler portion reinforcement 310 is installed spaced apart in the tunnel longitudinal direction. The plurality of pillar reinforcing members 310 may be spaced apart from each other in rows and columns as an example, and will be described later, but a plurality of pillar part reinforcing members 310 may be formed with a perforation hole 320. Thus, the separation distance between the rows and columns of the plurality of pillar reinforcement 310 may be determined by the size of the punched hole 320 to be formed later.

Referring to FIG. 2B, the filler part reinforcing material 310 is installed in the tunnel length direction from the ground of the tunnel starting point 10 to a predetermined length (about 10 to 50 m). However, the filler reinforcing member 310 may be installed so that at least a portion of the pillar reinforcing member 310 protrudes forward from the ground of the tunnel starting point 10. In this case, concrete or shotcrete 311 may be poured into the filler part reinforcing material 310 protruding forward from the ground of the tunnel starting point 10 to reinforce strength and improve aesthetics.

3 is a front view showing a state in which the preceding tunnel is excavated.

Referring to FIG. 3, after the filler part reinforcing material 310 is installed in the filler part 300, the preceding tunnel 100 is excavated. The preceding tunnel 100 is excavated in the tunnel length direction from the ground of the tunnel starting point 10 to a predetermined length. The preceding tunnel 100 may be excavated according to the excavation schedule.

In addition, the preceding tunnel 100, for example, by dividing the upper half and the lower half to excavate the upper half first, and later excavation of the lower half, divided into the side in contact with the side that does not contact the filler portion 300 to the filler portion 300 The side not in contact with the excavation may be excavated through blasting, and the side in contact with the filler 300 may be excavated through vibration control blasting or mechanical excavation. However, the excavation method of the preceding tunnel 100 is not limited to the above embodiment.

In addition, the excavation of the preceding tunnel 100 may be performed by dividing into the excavation surface 102 of the pillar part side of the preceding tunnel 100 and the other excavating surface 101 of the preceding tunnel 100. The filler part side drilling surface 102 of the preceding tunnel 100 may be excavated more than the other drilling surface 101 of the preceding tunnel 100. As an example, the filler portion side excavation surface 102 may be excavated 5 to 50 cm more than the other excavation surface 101. As described above, the pillar portion side excavation surface 102 of the preceding tunnel 100 is excavated relatively much, but to increase the thickness of the shotcrete or concrete. If the filler part side excavation surface 102 is excavated 5 to 50 cm more than the other excavation surface 101, the shotcrete or concrete is poured 5 to 50 cm thicker than the other excavation surface 101 on the filler part side excavation surface 102. Can be.

In addition, the pillar-side drilling surface 102 of the preceding tunnel 100, at least a portion may be excavated vertically from the bottom surface 20, as shown in FIG. In this case, it will be described later, but there is an advantage that the pressure transmitted from the pressure plate 340 to the filler part 300 by the tension member inserted into the reinforcing member 330 can be evenly transmitted to the entire filler part 300. In other words, when the filler part 300 is provided in a straight line rather than curved, it is advantageous for even pressure transmission.

4 is a front view illustrating a state in which shotcrete is poured on an excavation surface of the preceding tunnel.

Referring to FIG. 4, shotcrete 110 is poured into the excavation surfaces 101 and 102 of the preceding tunnel 100. In this case, the shotcrete 110 to be poured may be any one of steel fiber reinforced shotcrete, fiber reinforced shotcrete, high strength shotcrete and general shotcrete.

In addition, a waterproof sheet may be installed on the pouring surface of the shotcrete 110. In this case, it is possible to prevent water from entering the tunnel after completion of the tunnel.

As an example, the excavation surfaces 101 and 102 of the preceding tunnel 100 are divided into the excavation surface 101 and the other excavation surface 101 of the filler portion side, and the shotcrete 110 is poured in a different thickness. On the pillar-side drilling surface 102 of the preceding tunnel 100, as shown in FIG. 4, a shotcrete having a width thicker than the thickness of the shotcrete 111 cast on the other drilling surface 101 of the preceding tunnel 100 ( 112 may be poured. In this way, the filler portion side excavation surface 102 in which the thicker shotcrete 112 is poured has the effect that the strength is relatively increased compared to other excavation surfaces 101.

In addition, as described above, if at least a part of the pillar-side excavation surface 102 of the preceding tunnel 100 is excavated vertically from the bottom surface 20, a horseshoe or Occasionally shotcrete or concrete lining can be made. Through this, the shape of the overall cross section of the preceding tunnel 100 may be a horseshoe type or ovoid forming a left-right symmetry.

In addition, the shotcrete 110 that is poured on the excavation surfaces 101 and 102 may be cast a plurality of times. In this case, it may be referred to as primary shotcrete or secondary shotcrete for convenience.

In addition, concrete may be poured in place of the shotcrete on the filler part side drilling surface 102 of the preceding tunnel 100. In this case, it has the effect of relative strength reinforcement.

Although not shown in the drawings, after the shotcrete 110 is poured on the excavation surfaces 101 and 102, a process of reinforcing the filler part side excavation surface 102 may be added. The reinforcement of the pillar-side excavation surface 102 may be performed by installing a reinforcing grid mesh formed by arranging the deformed rebars in a lattice shape on the pillar-side excavation surface 102, and pouring shotcrete into the reinforcement grid.

In addition, after the shotcrete 110 is poured on the excavating surfaces 101 and 102, a process of installing the rigid holding material on the excavating surfaces 101 and 102 may be added. In addition, depending on the ground conditions around the tunnel may be added jackup process of the reserve. In this case, on the left and right sides of the bottom surface 20 of the preceding tunnel 100, a base for jack-up of the retaining material may be installed. The stiffeners may be installed on the bottom surface 20 of the preceding tunnel 100 as well as the excavated surfaces 101 and 102 and may be closed with the stiffeners installed on the excavated surfaces 101 and 102.

If the excavation of the preceding tunnel 100 is divided into upper and lower halves and the first half is excavated first, reinforcement rock bolts for fastening the rigid retainer may be fastened to the lower left and right side walls of the upper half. Subsequently, when the drilling of the lower half proceeds, the installation of the steel reserve may be completed through a process of closing the steel retainer fixed on the excavation surface of the upper half by the reinforcing rock bolt and the retained steel retainer installed in the lower half.

In addition, after the shotcrete 110 is poured on the excavating surfaces 101 and 102, a process of installing rock bolts on the other excavating surfaces 101 other than the filler part side excavating surface 102 among the excavating surfaces 101 and 102 may be added. have.

FIG. 5 is a front view illustrating a hole formed between the filler part reinforcing members spaced apart from the filler part.

Referring to FIG. 5, the drill hole 320 includes a plurality of pillar part reinforcement in a horizontal direction toward the trailing tunnel 200 which is to be excavated from the filler part side drilling surface 102 of the preceding tunnel 100 in the pillar part 300. It is formed between (310). The diameter of the drilling hole 320 will be described later, but may be determined in consideration of the diameter of the reinforcing member 330 to be inserted into and fixed in the drilling hole 320.

In addition, the drilling hole 320 may be excavated to protrude more than a predetermined excavation surface of the trailing tunnel 200. This is to be installed so that the reinforcing member 330 to be inserted into the drilling hole 320 protrudes beyond the pillar portion side drilling surface 202 of the trailing tunnel 200 after the trailing tunnel 200 is excavated.

FIG. 6 is a front view illustrating a state in which a reinforcing member is inserted and fixed in a drilling hole. FIG.

Referring to FIG. 6, the reinforcing member 330 is inserted and fixed in the drilling hole 320. In more detail, the reinforcing member 330 having a diameter smaller than the diameter of the drilling hole 320 may be inserted and fixed in the drilling hole 320. At this time, pressure grouting may be performed between the drilling hole 320 and the reinforcing member 330. In this case, since the grouting liquid is injected not only between the punching hole 320 and the reinforcing member 330 but also between the pores of the ground forming the periphery of the punching hole 320, the filler 300 has the effect of reinforcing the strength of the ground. You can get it.

In addition, the reinforcing member 330 inserted into the drilling hole 320, double steel pipe or bent steel pipe may be used.

In addition, the upper portion of the filler portion 300, as shown in Figure 6, the reinforcement rock bolt 350 or steel pipe multi-stage grouting may be installed to be inclined upward. In this case, the strength reinforcement effect of the pillar part 300 can be expected.

7 is a front view showing a state in which the trailing tunnel is excavated.

Referring to FIG. 7, the trailing tunnel 200 is excavated in the tunnel length direction from the ground of the tunnel starting point 10 to a predetermined length. The trailing tunnel 200 may be excavated according to the excavation schedule.

In addition, the trailing tunnel 200, as an example, may divide the upper half and the lower half to dig the upper half first, and later excavate the lower half, and may be divided into the side in contact with the side that is not in contact with the pillar part 300, and the pillar part 300. The side not in contact with the excavation may be excavated through blasting, and the side in contact with the filler 300 may be excavated through vibration control blasting or mechanical excavation. However, the excavation method of the trailing tunnel 200 is not limited to the above embodiment.

In addition, the excavation of the trailing tunnel 200 may be performed by dividing the pillar-side drilling surface 202 of the trailing tunnel 200 and the other drilling surface 201 of the trailing tunnel 200. The filler part side drilling surface 202 of the trailing tunnel 200 may be excavated more than the other drilling surface 201 of the trailing tunnel 200. As described above, the filler portion side excavation surface 202 of the trailing tunnel 200 is relatively excavated to increase the thickness of the shotcrete or concrete.

In addition, at least a portion of the pillar-side digging surface 202 of the trailing tunnel 200 may be excavated vertically from the bottom surface 20. In this case, it will be described later, but there is an advantage that the pressure transmitted from the pressure plate 340 to the filler part 300 by the tension member inserted into the reinforcing member 330 can be evenly transmitted to the entire filler part 300. In other words, when the filler part 300 is provided in a straight line rather than in a curved shape, the advantage of equal pressure transfer is as described above.

In addition to the description of the excavation of the trailing tunnel 200, the description of the excavation of the preceding tunnel 200 may be applied.

8 is a front view showing a state in which shotcrete is poured on an excavation surface of a trailing tunnel.

Referring to FIG. 8, shotcrete 210 is poured into the excavation surfaces 201 and 202 of the trailing tunnel 200. In this case, the shotcrete 210 to be poured may be any one of steel fiber reinforced shotcrete, fiber reinforced shotcrete, high strength shotcrete, and general shotcrete.

In addition, a waterproof sheet may be installed on the pouring surface of the shotcrete 210. In this case, it is possible to prevent water from entering the tunnel after completion of the tunnel.

As an example, the excavation surfaces 201 and 202 of the trailing tunnel 200 are divided into pillar-side excavation surfaces 202 and other excavation surfaces 201, and the shotcrete 210 is poured in a different thickness. On the pillar-side digging surface 202 of the trailing tunnel 200, a shotcrete 212 having a width thicker than the thickness of the shotcrete 211 cast on the other digging surface 201 of the trailing tunnel 200 may be poured. . In this way, the filler portion side excavation surface 202 on which the thicker shotcrete 212 is poured has an effect that the strength is relatively increased compared to other excavation surfaces 201.

In addition, as described above, if at least a part of the filler portion-side drilling surface 202 of the trailing tunnel 200 is vertically excavated from the bottom surface 20, a horseshoe or Occasionally shotcrete or concrete lining can be made. Through this, the shape of the overall cross section of the trailing tunnel 200 may be a horseshoe type or ovoid forming a left-right symmetry.

In addition, the shotcrete 210 cast on the excavation surfaces 201 and 202 may be cast a plurality of times as in the preceding tunnel 100.

In addition, concrete may be poured in place of the shotcrete on the pillar-side digging surface 202 of the trailing tunnel 200. In this case, it has the effect of relative strength reinforcement.

In addition, the reinforcing process of the filler part side excavation surface 202 and the process of installing the rigid holding material for the excavation surfaces 101 and 102 may be applied to the description in the preceding tunnel described above.

9 is a front view showing a state in which the pressure plate is installed at the inlet end and the outlet end of the reinforcing member exposed from the excavation surface of the preceding tunnel and the following tunnel.

Referring to FIG. 9, the pressure plate 340 is installed at the inlet and outlet ends of the reinforcing members 330 exposed from the excavation surfaces 102 and 202 of the preceding tunnel 100 and the following tunnel 200. Thereafter, a tension member (not shown) is inserted into the reinforcing member 330. The inserted tension member is fixed in a pulled state to keep the pressure plate 340 pressing the pillar part 300. However, it should be noted that a tension type reinforcement member (not shown) may be used in place of the reinforcement member 330 and the tension member.

After the filler part 300 reinforcement process, the excavation surfaces 101 and 201 except for the filler part 300 may be shotcreted or concrete lining. Through this, it has the effect of reinforcing strength and appearance improvement of the excavating surface (101,201).

FIG. 10 is a cross-sectional view showing the installation of a filler portion reinforcing member in the rear of the filler portion reinforcing member provided in the ground of the tunnel starting point. FIG.

Referring to FIG. 10, the filler part reinforcing material 300 is installed in the tunnel length direction in parallel with the tunnel traveling direction from the tunnel start point 10 to the predetermined length, and the pillar part side excavation after the preset length from the tunnel start point 10. The surfaces 102 and 202 may be installed to be inclined toward the center of the pillar part 300. However, even when the filler part reinforcing material 300 is installed to be inclined, the excavation scheduled portion of the drilling hole 320 may be installed so as to match rows between the plurality of filler part reinforcing materials 300.

Tunnel completed through the above process, there is an advantage that can be maintained stable even when the separation distance between the preceding tunnel and the trailing tunnel is less than 1.5 times the tunnel excavation width.

Hereinafter, a tunnel construction method according to another embodiment of the present invention will be described.

Tunnel construction method according to another embodiment of the present invention because there is only a difference in the tunnel construction method according to an example of the present invention described above and the formation of the drilling hole 320, and the insertion and fixing of the reinforcing member 330, In the description of the construction method according to an example of the invention can be applied in the present embodiment except for the description of the formation of the drilling hole 320, and the insertion and fixing of the reinforcing member 330.

In the tunnel construction method according to another embodiment of the present invention, the trailing tunnel 200 is excavated and the drilling hole 320 is formed after the shotcrete 210 is placed. As an example, the drilling hole 320 is formed between the plurality of pillar part reinforcement 310 in the horizontal direction from the excavation surface 202 of the trailing tunnel 200 toward the preceding tunnel 100. However, this description does not exclude the formation of the drilling hole 320 in the direction of the trailing tunnel 200 from the preceding tunnel 100.

When the punching hole 320 is formed in the filler part 300, the insertion and fixing of the reinforcing member 330 is selectively installed according to the ground state of the filler part 300, or a tension member is installed. Regarding the insertion, fixing, and tension member of the reinforcing member 330, the description of the tunnel construction method according to an example of the present disclosure may be applied.

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

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

100: preceding tunnel
200: trailing tunnel
300: pillar part

Claims (29)

(A) installing a plurality of pillar reinforcement in the tunnel length direction from the ground of the tunnel starting point to a predetermined length in the pillar to be formed between the preceding tunnel and the trailing tunnel;
(b) digging the preceding tunnel;
(c) placing shotcrete on the excavation surface of the preceding tunnel;
(d) forming a hole in the pillar portion between the plurality of pillar portion reinforcement in a horizontal direction toward a trailing tunnel to be excavated from the shotcrete surface of the preceding tunnel; And
(e) inserting and fixing a reinforcing member in the drilling hole,
In the step (b), the filler part side excavation surface is excavated more than the other excavation surface of the preceding tunnel, and in step (c), the shotcrete is thickened on the filler side excavation surface in comparison with the other excavation surface of the preceding tunnel. Pouring,
The drilling hole is formed on the filler portion of the excavation surface on which the shotcrete is thickly poured,
The reinforcing member inserted into the drilling hole protrudes from the shotcrete surface,
Tunnel construction method wherein the pressure plate is installed on the shotcrete surface of the portion where the shotcrete is thickly cast.
The method according to claim 1,
In the step (a), the plurality of filler reinforcement is installed to protrude forward than the ground of the tunnel starting point,
Tunnel construction method in which concrete or shotcrete is poured into the filler portion reinforcement protruding forward from the ground of the tunnel starting point.
The method according to claim 1,
In the step (c), the tunnel construction method in which the concrete portion is poured in place of the shotcrete on the filler side side of the preceding tunnel.
The method according to claim 1,
After step (c),
(C ') tunnel construction method further comprising the step of reinforcing the pillar-side drilling surface of the preceding tunnel.
5. The method of claim 4,
In (c '), a tunnel construction method for installing a reinforcing lattice network formed by arranging deformed reinforcing bars in a lattice shape on the pillar side of the preceding tunnel, and placing shotcrete on the reinforcing lattice network.
The method according to claim 1,
After step (c),
(c '') tunnel construction method further comprising the step of installing the steel retaining material on the excavation surface of the preceding tunnel.
The method according to claim 6,
In the step (c ''), the shape of the steel retaining material installed on the excavation surface of the preceding tunnel is a tunnel construction method or tunnel construction after shotcrete casting.
The method according to claim 6,
The (c '') step, the tunnel construction method comprising the step of installing the base on the left and right bottom surface for jackup of the retaining material.
The method according to claim 6,
The (c '') step, the tunnel construction method comprising the step of closing the rigid material is installed on the bottom surface of the preceding tunnel is installed on the excavation surface.
The method according to claim 1,
After step (c),
(C ''') tunnel construction method further comprising the step of constructing a rock bolt on the remaining excavation surface other than the filler side side excavation surface of the preceding tunnel.
The method according to claim 6,
In the case of dividing the upper and lower half during the excavation of the preceding tunnel, the tunnel construction method is fastened to the bottom of the left and right side walls of the upper half reinforcement lock bolt for fixing the steel retaining material.
The method according to claim 1,
The step (e), the tunnel construction method comprising the step of pressure grouting between the drilling hole and the reinforcing member.
The method according to claim 1,
In the step (e), the reinforcing member is installed in the tunnel construction method so as to protrude more than the predetermined excavation surface of the filler side of the trailing tunnel to be excavated.
The method according to claim 1,
The reinforcing member of the step (e) is a tunnel construction method of double steel pipe or bent steel pipe.
The method according to claim 1,
The tunnel construction method of the pillar-side drilling surface of the preceding tunnel is partially excavated vertically from the ground.
16. The method of claim 15,
Tunnel construction method that the shotcrete or concrete is poured in a horseshoe or egg shape on the vertical excavated surface of the filler portion.
The method according to claim 1,
Tunnel construction method in which the excavation of the preceding tunnel is applied to the mechanical portion or control blasting near the pillar portion.
The method according to claim 1,
Tunnel construction method that the waterproof sheet is installed on the final pouring surface of the shotcrete.
The method according to claim 1,
Tunnel construction method is installed on the upper portion of the filler inclined upwardly reinforced rock bolt or steel pipe multi-stage grouting.
The method according to claim 1,
The pillar portion reinforcing material is a tunnel construction method is installed to be inclined in the center direction from the pillar-side excavation surface after a predetermined length from the tunnel start point.
(a) digging the preceding tunnel;
(b) placing shotcrete on an excavation surface of the preceding tunnel;
(c) installing a reinforcement and shotcrete on the pillar-side excavation surface of the preceding tunnel, and installing the steel sheet on the excavation surface of the preceding tunnel;
(d) forming a hole in the horizontal direction toward the trailing tunnel to be excavated from the shotcrete surface of the preceding tunnel in the pillar portion;
(e) inserting and fixing a reinforcing member in the drilling hole;
(f) digging a trailing tunnel;
(g) placing shotcrete on the excavation surface of the trailing tunnel;
(h) installing a reinforcement and shotcrete on the pillar-side excavation surface of the trailing tunnel, and installing the steel retaining material in the trailing tunnel;
(i) installing a pressure plate on the shotcrete surface on which the reinforcing member protrudes from the preceding tunnel and the subsequent tunnel; And
(j) inserting a tension member into the reinforcement member and pulling and fixing the tension member;
In the steps (a) and (f), the filler part side excavation surface is excavated more than the other excavation surfaces of the preceding tunnel and the following tunnel,
In the steps (c) and (g), the shotcrete is thickly placed on the pillar-side drilling surface in comparison with the other drilling surfaces of the preceding tunnel and the following tunnel.
The drilling hole is a tunnel construction method is formed in the portion where the shotcrete is thickly cast in the preceding tunnel and the subsequent tunnel.
delete 22. The method of claim 21,
In the step (e), the reinforcing member is fixed by inserting in the direction of the trailing tunnel in the preceding tunnel,
Before the step (i), the tunnel for cutting the end of the reinforcing member exposed to the trailing tunnel side pillar by excavation of the trailing tunnel, inserting and tensioning the tension member into the reinforcing member, and grouting into the reinforcing member. Construction method.
(a) digging the preceding tunnel;
(b) placing shotcrete on an excavation surface of the preceding tunnel;
(c) installing a reinforcement in the pillar portion of the preceding tunnel and installing the steel retaining material in the preceding tunnel;
(d) drilling a trailing tunnel;
(e) placing shotcrete on the excavation surface of the trailing tunnel;
(f) installing a reinforcement in the pillar portion of the trailing tunnel and installing the steel retaining material in the trailing tunnel;
(g) forming a hole in the pillar in a horizontal direction from the shotcrete surface of the trailing tunnel to the shotcrete surface of the preceding tunnel toward the preceding tunnel;
(h) inserting and fixing a reinforcing member in the drilling hole;
(i) installing an acupressure plate on the shotcrete surface to which the reinforcing member is exposed in the preceding tunnel and the subsequent tunnel; And
(j) inserting a tension member into the reinforcement member and pulling and fixing the tension member;
In the steps (a) and (d), the filler part side excavation surface is excavated more than the other excavation surfaces of the preceding tunnel and the following tunnel,
In the steps (b) and (e), the shotcrete is thickly placed on the pillar-side excavation surface in comparison with the other excavation surfaces of the preceding tunnel and the subsequent tunnel,
The drilling hole is a tunnel construction method that is formed in the thick portion of the shotcrete in the preceding tunnel and the following tunnel.
delete (a) digging the preceding tunnel;
(b) placing shotcrete on an excavation surface of the preceding tunnel;
(c) installing a reinforcement in the pillar portion of the preceding tunnel and installing the steel retaining material in the preceding tunnel;
(d) drilling a trailing tunnel;
(e) placing shotcrete on the excavation surface of the trailing tunnel;
(f) installing a reinforcement in the pillar portion of the trailing tunnel and installing the steel retaining material in the trailing tunnel;
(g) forming a hole in the pillar in a horizontal direction from the shotcrete surface of the trailing tunnel to the shotcrete surface of the preceding tunnel toward the preceding tunnel;
(i) inserting a tensile reinforcement member into the drilling hole;
(j) installing the acupressure plate on the shotcrete surface to which the reinforcing member is exposed in the preceding tunnel and the subsequent tunnel; And
(k) pulling and fixing the tensile reinforcing member,
In the steps (a) and (d), the filler part side excavation surface is excavated more than the other excavation surfaces of the preceding tunnel and the following tunnel,
In the steps (b) and (e), the shotcrete is thickly placed on the pillar-side excavation surface in comparison with the other excavation surfaces of the preceding tunnel and the subsequent tunnel,
The drilling hole is a tunnel construction method that is formed in the thick portion of the shotcrete in the preceding tunnel and the following tunnel.
delete (a) digging the preceding tunnel;
(b) placing shotcrete on an excavation surface of the preceding tunnel;
(c) digging the trailing tunnel;
(d) placing shotcrete on the excavation surface of the trailing tunnel;
(e) forming a hole in the horizontal direction toward the preceding tunnel from the shotcrete surface of the trailing tunnel to the shotcrete surface of the preceding tunnel in the pillar portion between the preceding tunnel and the trailing tunnel;
(f) inserting a tensile reinforcement member into the drilling hole;
(g) installing acupressure plate on the shotcrete surface to which the tension type reinforcing member is exposed in the preceding tunnel and the following tunnel; And
(h) pulling and fixing the tensile reinforcing member,
In the steps (a) and (c), the filler part side excavation surface is excavated more than the other excavation surfaces of the preceding tunnel and the following tunnel,
In the steps (b) and (d), the shotcrete is thickly placed on the pillar-side excavation surface in comparison with the other excavation surfaces of the preceding tunnel and the subsequent tunnel,
The drilling hole is a tunnel construction method that is formed in the thick portion of the shotcrete in the preceding tunnel and the following tunnel.
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