KR20130062786A - Two-arch tunnel and that's of work method - Google Patents

Abstract

PURPOSE: A two-arch tunnel capable of easy drainage and a construction method of the same are provided to obtain an excellent leakage prevention effect and to prevent a precast segment concrete lining from being separated from a main line tunnel. CONSTITUTION: A pilot tunnel is excavated(S10). A wall unit precast is manufactured in order to form a center wall and enter the center of the pilot tunnel(S20). A launching unit and a traction unit are formed so that the center wall and a precast segment concrete lining are drawn towards the pilot tunnel(S30). The center wall is formed by connecting and unitizing a precast, and the center wall is drawn along a rail unit(S40). The center wall is drawn along the pilot tunnel for connection, and a main line tunnel is excavated before a precast concrete lining is manufactured(S50). The precast segment concrete lining is drawn into the main line tunnel and is connected to the center wall(S60). The lower part of the main line tunnel is excavated, and a slab is placed and is paved(S70). [Reference numerals] (S10) Step of excavating a pilot tunnel; (S20) Step of manufacturing a wall unit precast; (S30) Step of forming a launching unit and a traction unit; (S40) Step of drawing a center wall unit; (S50) Step of manufacturing a main line tunnel precast; (S60) Step of drawing a precast segment concrete lining; (S70) Step of finishing

Description

TWO-ARCH TUNNEL AND THAT'S OF WORK METHOD}

The present invention relates to a two-arch tunnel that is easy to drain along with a method of constructing precast segment concrete lining of a two-arch tunnel. Curing should be done outside the tunnel as a precast segment structure, but drainage should be installed on the shotcrete surface as before, and drainage should be installed between the first and second precast segment structures. By inducing water collection, it is possible to prevent leaks due to freezing and connection failures due to the laying of pipes for water induction in the central wall as in the past, and to enable smooth drainage and shorten construction air. Construction of easy-to-drain two arch tunnel and two arch tunnel It relates.

In general, two parallel tunnels are constructed by excavating and laying the main line lining with a drainage system while maintaining a certain distance from each other, while a two arch tunnel is based on a central support wall (center wall). It means a tunnel that has two tunnels in the form of arches on both sides to allow vehicle operation, and it is easy to install in the point where it is difficult to apply the original arch tunnel alone, and two tunnels in parallel In case of excavation, it is possible to solve all the problems caused when constructing parallel tunnels, which are difficult to secure the separation distance between tunnels.

In the conventional two arch tunnel method, the concrete lining applied the method of in-situ with the waterproofing material. This is because the quality of the lining is not properly secured due to the prolongation of the construction period and the frequent cracking and material separation of the placed concrete. The problem of shortening the life was pointed out.

In addition, the precast lining found in the existing prior patent literature has a problem that the actual implementation is difficult due to the fear of dropping the precast lining panel in the form of defragmentation, and deterioration in the workability on many other products.

Meanwhile, a first step of forming a pilot as a reference tunnel for forming first and second main tunnels, which is generally known as a two arch tunnel method, and a method of forming a central support wall spaced apart from a ceiling part of a pilot tunnel in the center of the pilot tunnel. 2nd process, 3rd process of coating process for waterproofing the upper surface of the said center support wall, 4th process of installing a supporter between the said center support wall and the ceiling part of a pilot tunnel, and said 1st, 2nd main tunnel A conventional general method includes a fifth step of forming, a sixth step of attaching a waterproof sheet along the inner surfaces of the first and second main tunnels, and a seventh step of pouring lining concrete from the central ground wall to the first and second main tunnels. It is a problem caused by the two arch tunnel construction method, and the coating process for waterproofing is performed on the upper surface of the central support wall where the space is narrow, resulting in deterioration of workability and There are consuming and uneconomical then the problem is more difficult to complete the construction.

Particularly, Utility Model Registration No. 20-0357310 has been disclosed to solve such problems in the central wall part. In the prior art, a waterproof case and a drain board are used to install a waterproof case on a wall. There is an advantage in preventing the construction failure due to the conventional connection failure by connecting the lining portion waterproof sheet to the collection and drainage in the center, it is pointed out disadvantageous in terms of leakage prevention.

In addition, according to Patent Registration No. 0449899 and Patent Registration No. 0453521, the pipe is installed in the center of the wall to drain the bar. The center part of the wall is used for collecting and draining water using a nonwoven fabric and a waterproof membrane. Finishing and installing the waterproof sheet when lining construction to prevent damage to the waterproof sheet, but the above patents have a problem that the process is complicated and the upper wall workability is lowered.

Each of the above prior art is installed by installing a pipe for drainage inside the wall, the water should be drained through the pipe, so in the season when the external temperature is drastically lowered, such as in winter, the freezing pipe May cause problems.

In addition to the above-described prior art, there is a patent registration No. 10-0701630 by injecting a pipe for drainage into a wall. In the case of the above technical contents, a double waterproof membrane and a nonwoven lining can be integrated by separating the central wall. There is an example in which the waterproof and drainage methods are supplemented and applied, but in the case of the prior art, the drainage pipe for drainage must be embedded in the wall, thereby exposing the above-described problems.

Meanwhile, as described above, a method of injecting the drainage pipe into the central wall is disclosed. Korean Patent Registration No. 0438794 discloses this technique, which is different from the above-described prior art. A drain board is provided between the lining and the drain board to allow drainage through the drain board, thereby preventing leakage and preventing defects when connecting the waterproof sheet, as well as having excellent workability compared to other methods.

However, since the lining of a certain thickness (for example, about 400 mm) must be formed on both sides of the central wall in this way, the tunnel width source is provided to secure the lane width when the tunnel is excavated to have a pitched arch shape as a whole. It is more expensive than the above-mentioned tunnel method, so it is not possible to utilize the existing wall and the existing wall. Instead, the concrete lining is additionally installed on both sides of the wall to solve only the drainage problem. There was a problem to increase.

Korean Patent Registration No. 10-0701630 (announced on March 30, 2007) Korean Patent Registration No. 10-0438794 (announced on July 07, 2004) Korean Patent Registration No. 10-0453521 (August 20, 2004) Korean Patent Registration No. 10-0449899 (2004. 09. 24 notice) Korea Utility Model Registration No. 20-0357310 (2004. 07. 27 announcement)

Therefore, the present invention was devised to solve the above problems and the like at one time, and in order to solve the above problems in the prior art, the dropping of the precast segment concrete lining of the main tunnel does not occur and at the same time handling is prevented. Its purpose is to make it easy, and also to prevent linings on both sides of the central wall without installing drain pipes inside the central wall. The first object is to ensure that the cross section is made the same, while the leakage preventing effect is excellent.

In addition, the present invention is known in the Republic of Korea Patent registration system  Applied in the technical idea disclosed by No. 10-0436794 Cast in place  The main tunnel which avoids lining method and pursues this invention Precast Segment  By applying lining, it is possible to reduce manufacturing cost, improve lining quality and shorten construction time. 2 There is a purpose.

According to an aspect of the present invention,

Pilot tunnel excavation step (S10),

Entering the pilot tunnel center side and the wall part precast production drying step for forming a central wall (S20),

Oscillation and towing unit step (S30), for propelling the precast to the pilot tunnel front side,

Forming a central wall unitized by combining the precast unit, and then the towing step of the unitized central wall made by a precast to enter and tow the pilot tunnel (S40),

After pulling the precast to the pilot tunnel side to form a central wall, the main ship tunnel precast fabrication drying step (S50) for excavating the main ship tunnel and producing the main ship tunnel precast;

Towing the precast segment concrete lining into the main tunnel (S60),

Excavating the lower portion is made of a finishing step (S70) for placing and paving the slab.

Therefore, according to the present invention, in the construction of the two-arch tunnel can significantly shorten the construction period for the construction at the main line corresponding to the main line tunnel, as well as improve the quality of the concrete to increase the durability, In the central part, do not embed drainage pipe inside the wall to completely prevent freezing and leakage during drainage in low temperature conditions such as winter, and to prevent lining on both sides of the central wall. By preventing the expansion of the excavation section, it is possible to expect the effect of reducing the overall construction cost and simplifying the process according to the construction.

1 is a process block diagram in which the process sequence of the present invention is blocked.
Figure 2 illustrates a pilot tunnel excavation step in the present invention
3 shows a pilot tunnel;
4 is a view schematically showing a state in which a central wall is towed to a pilot tunnel;
5 is a view showing a state in which the main tunnel is excavated after the center wall is towed in the present invention
6 is a view illustrating a state in which linings are formed on an inner surface of a main tunnel after the main tunnel according to FIG. 5 is excavated;
7 is a view showing a two-arch tunnel completed by the finishing step, such as the lower slab of the main ship tunnel in the main ship tunnel according to FIG.
Figure 8 is a view showing the precast fabrication drying step in the present invention a schematic perspective view of one precast of a set of precast state produced
Fig. 9 is a view of a state in which two lines of drain boards are adhered to one side of a central wall that is cured by pouring on one side;
FIG. 10 is a view in which the other central wall is reinforced with reinforcing bars immediately before concrete is poured in FIG. 9; FIG.
11 is a view showing a state in which one side and the other side is combined into a set of precast;
12 is a view illustrating a separated state before the unitized central wall and the central wall are combined;
FIG. 13 is a view showing a two-arch tunnel in a state in which the main wall is towed to the pilot tunnel and then the main ship tunnel is excavated and then lined, and the lower slab is poured.
14 is a schematic front sectional view of the two arch tunnel according to FIG. 12;
FIG. 15 is an enlarged view of a portion “A” in FIG. 13 and illustrates a structure in which drainage is discharged to the lower sides of the both sides through a drain board disposed between the precast and the precast.
FIG. 16 is a sectional view taken along the line “AA” in FIG. 14, and is a plan sectional view schematically showing a connection state between the central wall and the central wall.
Figure 17 is a schematic cross-sectional view showing an example applied to one tunnel using the construction method of the present invention

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

The present invention is made by pilot tunnel excavation step (S10), wall part precast fabrication drying step (S20) to form a central wall, the oscillation and towing facility step (S30), precast to tow the precast Towing step of the unitized central wall (S40), excavation of the main ship tunnel and pre-cast tunnel production drying step (S50), towing the precast segment concrete lining into the main tunnel (S60), finishing step (S70) Is done.

Pilot Tunnel Excavation Stage-S10

This step is generally excavated when excavating a two arch tunnel. Pilot excavation is carried out in advance to secure a space in which the central wall 100 can be configured as a central part before excavating the main tunnel which constitutes the two arch tunnel. It is called a tunnel.

As shown in FIG. 3, the pilot tunnel 10 is excavated to the center region of the two arch tunnel, and the shotcrete layer 11 is formed outside the pilot tunnel 10.

The upper side of the pilot tunnel 10 is configured to be dug round, this round cut portion will be referred to as the round 12 in the present invention.

The rounded portion 12 is a portion which is in contact with the upper end side of the central wall 100 to be described later, when the central wall 100 is configured, the upper end side of the central wall 100 and the rounded portion 12 In order to reduce the space, the interstices are formed, and as shown in FIG. 4, the shotcrete 12a is convexly concentrated on the rounded portions 12.

A space is also formed between the shotcrete 12a and the top of the central wall 100. In this space, the non-condensation mortar layer 12b is formed to fill the gap with the base so that the upper load is easily transferred to the central wall. It was.

Wall Precast  Production Drying Steps- S20

This step is a precast manufacturing and drying step, the precast (F1, F2) in the present invention is used as a term that refers to the structure to be towed to enter the inner side of the pilot tunnel 10 described above.

According to the present invention, unlike the two-arch tunnel method according to the prior art in which the pilot tunnel 10 is installed in the center wall after being excavated, the structure forming the central wall 100 is cured and dried in advance outside the tunnel. Next, a method was adopted to be towed into the pilot tunnel 10.

As described above, the production of the precasts F1 and F2 outside the tunnel is according to the characteristics of the present invention, and the combination of the drainboard D and the precasts F1 and F2 described below and the precasts F1 and F2 are divided into two. This is because the work to be in one state without separation must be preceded, and it can shorten the air and improve the quality.

In the present invention, in order to form the precast (F1, F2) as one structure instead of two structures to be cured sequentially from F1-> F2 and finally F1, F2 to form a set of the central wall (100).

Therefore, in the present invention, the structure before forming the complete central wall 100 in a pair is named by the term precast (F1, F2), the precast (F1, F2) consisting of a pair of one side contact each other and are completely combined One united structure will be referred to as the central wall 100 for convenience.

First, as described above, during the excavation of the pilot tunnel 10 corresponding to the central tunnel, precast (F1, F2) is concrete-cast cured outside the tunnel excavation site, each precast (F1, F2) is As shown in FIGS. 8 to 11, the pipe 101 through which the PC steel wire 102 can enter is embedded in the longitudinal direction, and the protruding insertion hole 103 protruding from one side of the precasts F1 and F2 is vertical. It is embedded in a plurality of directions and the insertion tube 104 is embedded in the other side of the precast (F1, F2), so as to interconnect between the precast (F1, F2) in the longitudinal direction.

Meanwhile, the precast F1 and the precast F2 form a central wall 100 in contact with each other. As described above, drainboards are formed on one surface of the precast F1 and the precast F2, respectively. (D) was provided so that the precast F1 and the precast F2 could be brought into contact with each other to be cured.

When the drain board D is configured on one surface of each precast F1 and F2 and the precasts F1 and F2 are cured, the precast F1 and the precast F2 are drainboards D. ) Is located in the middle, so it will be in a separated state even if it is cured.

Therefore, in order to integrate them, as shown in FIGS. 8 and 15, the bundle reinforcing bars 105 connecting the precast F1 and the precast F2 inside are separately provided before the reinforcing bars, respectively. The concrete is poured to expose the end side of the precast F1.

After attaching two layers of drain boards (D) to the inner surface of the cured precast (F1), the joints or welding of the bundled reinforcing bars 105 exposing the main reinforcing bars and the connecting reinforcing bars 106 of the precast F1 are exposed or welded. When the concrete is poured after curing through the joints, the precast (F2) is dried. Through this process, the precast (F1) and the precast (F2) are integrally combined to form one unit. The central wall can be dried.

On the other hand, even if the drain board (D) is located in the contact area between the precast (F1) and the precast (F2), the two precast (F1, F2) by the bundled reinforcement 105 and the connecting reinforcement 106 It is possible to maintain a firm fixed state with each other.

That is, in curing the precast F1 as described above, in curing the precast F2, the formwork (for example, the formwork of the precast F1) is provided with a reinforcing bar network formed by weaving the main reinforcing bars and the bundled reinforcing bars 105 first. First to form a) to form a plurality of pipes 101 are spaced apart from each other across the longitudinal direction, and then cast concrete through the formwork to form a precast (F1).

At this time, when curing the precast F1 as described above, the bundle reinforcement 105 is embedded therein so that the end portion protrudes out of the precast F1, and after the precast F1 curing is completed, the precast is completed. In order to cure (F2), the reinforcing bar network formed by the main reinforcing bar and the connecting reinforcement 106 and the exposed reinforcement of the two-layer drain board (D) to the precast (F1) in advance, The bundle reinforcing bar 105 of the precast F1 is fixed by lamination or welding.

Then, as in the precast F1 method, the pipes 101 crossing in the longitudinal direction are spaced apart from each other to be provided with a plurality of upper and lower portions, and then the protrusion insertion holes 103 are embedded at one end to protrude and the other end. By inserting the insertion tube 104 to pour concrete cured.

At this time, each protruding insert 103 of the other precast (F2) is inserted into the insertion tube 104 of the precast (F2) in contact with the axial direction so as to be coupled.

Here, the protruding insertion hole 103 and the insertion tube 104 may be formed at the same position, respectively, and may be configured to be spaced apart at a plurality of equal intervals on the side surfaces of the precasts F1 and F2.

In the present invention, the central wall 100 is defined as meaning a unitized unit wall formed by the combination of the precast F1 and the precast F2 having the same units as described above.

As described above, the protruding insertion hole 103 is protruded at equal intervals on one side of the central wall 100, and the insertion tube 104 is formed at equal intervals on the other side.

In addition, between the precast F1 and the precast F2 constituting the central wall 100, the drain board D is placed as described above, so that water or the like is guided downward through the drain board D. As shown in FIG. 14, the downpour is such that the semicircular arc-shaped grooves 107 are formed at the lower ends of the contact surfaces of the respective precasts F1 and F2, respectively, and the perforated pipes 108 are formed inside the grooves 107. ) And the central drainage pipe 109 is obliquely purchased at an equal interval inside the lower side of each precast (F1, F2) in order to allow the water collected in the perforated pipe 108 to escape to the outside. The duct pipe 110 formed in the longitudinal direction of the tunnel was embedded at the end of the central drain pipe 109.

Therefore, water guided from the upper end side of the central wall 100 is drained through the drain board (D) provided in the center of the central wall 100, is collected in the hole hole 108 and then from the hole hole 108 After being drained along the central drain pipe 109 connected to each other and branched, and discharged to the outside through the duct pipe 110 is inserted in the longitudinal direction at the bottom of both sides of the central wall 100, that is, the lower end of the precast (F1, F2) You have a configuration that makes it possible.

In addition, it is preferable to form mutually uneven portions (not shown) on both side surfaces of the central wall 100 so as to be engaged with each other when the side walls are joined to the central wall 100.

On the other hand, the left and right edge ends of the central wall 100 to be united are in contact with the main line tunnel lining, the toothed notch portion 12e is provided on the contact surface 12d, so that the protruding rail is provided, and then Not only will it be able to serve as a guider for the main tunnel precast segment concrete lining that is towed and installed, but it will also serve to reliably restrain the lining.

In addition, the inner side of the central wall 100, that is, the end side of the drain board D placed between the precast F1 and the precast F2 does not cover all the regions of the entire precast F1, F2, for example. On both sides of the precasts F1 and F2, there is a region that the drain board D cannot reach.

As shown in FIG. 11, it may be desirable to configure a separate drain board D 'covering the portion where the central wall 100 and the central wall 100' contact each other.

In this way, the central wall 100 formed as a unit is manufactured outside the tunnel.

Hereinafter, the structure towed to the pilot tunnel 10 side will be described by naming the central wall (100).

Oscillator  And Towing  Facility Level- S30

This step is a unit of the central wall 100 unitized by the combination of precast (F1, F2) after the pilot tunnel excavation step (S10) and the wall portion precast fabrication drying step (S20) as described above And precast Segment Step for forming the oscillation and towing unit for the concrete lining 200 is towed to the pilot tunnel (10) side.

In order to achieve such traction, the oscillation table is installed at the rear of the pilot tunnel 10 and the traction unit is installed at the front of the pilot tunnel 10. This is a technology applied to towing a structure, so the present invention is applied by applying a known technique. It was.

In addition to the above-described central wall 100 and precast Segment By configuring the left and Yiwu rail (13) in contact with the lower end of the center-side main line and the tunnel group sheath of the pilot tunnel (10) for performing traction of the concrete lining (200) smoothly center the wall 100 and the precast Segment such that the left and right balance is maintained when the remote agent work found a concrete lining (200).

Meanwhile, the above-described central wall 100 and the precast Segment The steel plate (P) is formed to surround the protruding portion at the lower end of the concrete lining (200), the steel plate (P) is also formed on the rail portion 13 corresponding thereto, and the central wall (100) by the oscillation table ) Is towed from the front of the pilot tunnel (10) Precast Segment When the concrete lining ( 200) is towed into the main ship tunnel, the friction coefficient is reduced to ensure the smoothness of propulsion.

Unitize  Stage of the central wall- S40

As described above, the rail tunnel 13 is formed on the left and right sides of the central tunnel side and the lower surface of the pilot tunnel 10 and the oscillation stage is formed on the front side, and the towing unit is formed on the rear side, and then the precast fabrication drying step (S20). The central wall 100 made of a unit which is a structure manufactured by the step is to be towed along the rail portion (13).

Since the central wall 100 is a unitized structure divided into one unit by combining precasts F1 and F2 having a predetermined length and width as described above, the central wall 100 is towed to the pilot tunnel 10 side. For the central wall 100 will be made a number.

When one of the central wall 100, which is a unit structure manufactured as described above, is towed to the pilot tunnel 10 side by the PC steel wire 102 provided in the pipe 101, which are spaced apart in the longitudinal direction and embedded, respectively, The other center wall (100 ') is towed to be engaged and the side joint portion of the center wall 100 and the central wall (100') as described above, the insertion tube formed by the protrusion insertion hole 103 and the corresponding side as described above By the 104, the protrusion insertion hole 103 is coupled to form a shape that is inserted into the insertion tube 104 of the other central wall (100 ').

Therefore, as described above, the central wall 100 is sequentially pulled along the rail portion 13 of the pilot tunnel 10 and completed in the entire longitudinal section of the pilot tunnel 10 by repetitive mutual coupling. The central wall 100 will be configured.

On the other hand, when explaining the traction method by the PC steel wire 102, to apply a sequential traction method using the PC steel wire 102, which is the central wall 100 made by each segment, namely precast (F1, F2) The fusing unit 120 is configured on the rear of the united segment to form the as shown in the drawing, and then tightened and loosened the fusing unit 120 in the order of 1, 2, 3,... After pulling the first segment, the second segment, the third segment, and the N-th segment are sequentially towed.

As described above, when all the towing is completed, it is preferable that the respective fixing units 120 are sequentially dismantled so that each segment is closely joined when the segments are finally combined.

In addition, the segment precast (F1, F2) unitized over the entire section of the pilot tunnel 10 as described above are sequentially spaced by the PC steel wire 102 inside the pipe 101 formed in each of the vertically spaced When the tow is formed to form the completed central wall 100, the center wall 100 is pulled by tensioning and fixed by pulling the PC steel wire 102 at the other end, that is, the rear side of the pilot tunnel 10 after the fixed and fixed one end It is desirable to make the) close to each other.

The above is to achieve the integrated effect of the center wall 100, which is joined by the segment, such as the cast-in-place wall.

Then, as shown in FIG. 4, the injection tube 12c is inserted into the drain board D protruding in the left and right directions from the inside of the upper end of the central wall 100, respectively, between the shotcrete 12a and the upper end of the central wall 100. Anhydrous mortar is injected and cured to the formed pores 12b so that the upper load can be transferred downward through the central wall 100.

Main Line Tunnel Excavation and Main Line Tunnel Precast  Production Drying Steps- S50

In this step, as described above, the pilot tunnel 10 is excavated and then all of the central wall 100 in the form of a unit unit consisting of a combination of precasts F1 and F2 is pulled along the pilot tunnel 10. After the tension coupling operation and the filling of the non-shrink mortar to the air gap (12b) of the upper end of the central wall 100, the main line tunnel to form a two-arch tunnel to the left and right sides based on the central wall (100). Excavating 20 means the step of manufacturing precast concrete lining.

At the time of excavation of the main line tunnel 20, it is preferable to alternately excavate the main line tunnel 20 on the left and right sides based on the central wall 100.

After the excavation construction of the main line tunnel 20 as described above, the connection between the drain board (D) and the drain board (D) of the central wall 100 is provided to the inside of the main line tunnel (20).

At this time, the end side of the drain board (D) constructed in the main tunnel 20 described above is the center of the central wall 100, that is, the drain board (between the precast F1 and the precast F2) The end side of D) covers all of the upper end side of the central wall 100 and is constructed so that the remainder remains. The drain board D and the drain board of the central wall 100 are constructed in the main tunnel 20. Each end side of (D) is configured to overlap each other to be fixed by a known fixing method or the like.

As such, the precast concrete lining of the main line tunnel 20 is carried out outside the tunnel during the subsequent process of excavating the inside of the main line tunnel 20 and installing the rock bolt, the primary shotcrete, the secondary shotcrete, the nonwoven fabric, and the drain board. Curing and drying will be made in advance so that the main line 20 can be towed into the tunnel.

As described above, the production of the precast outside the tunnel in a predetermined length segment is to shorten the entire air in the tunnel.

First, as described above, during the excavation of the main line tunnel 20, precast segments are cured by concrete casting outside the excavation site of the tunnel, and a sliding foam as in the prior art to achieve cost reduction, air shortening, and quality improvement. In the method of drying to produce a predetermined length by deviating side by side, each precast segment is embedded with a pipe 101 that can enter the PC steel wire 102 in the longitudinal direction, such as the central wall (100) One side of the precast segment is provided with a plurality of protruding insertion holes 103 protruding in the longitudinal direction, and the insertion tube 104 is embedded in the other side of the precast segment, the length between the precast segments To be interconnected.

Here, the protruding insertion hole 103 and the insertion tube 104 are formed at the same position, respectively, it is preferable that the plurality of spaced apart at equal intervals on the side of the precast segment.

At this time, it is preferable to form irregularities on both side ends of the precast segment as in the center wall 100, respectively.

On the other hand, the precast segment concrete lining 200 of the main line tunnel 20 is buried in the longitudinal direction to cover the protruding rail on the surface in contact with the central wall 100 to facilitate forwarding and lining at the same time It was to have a role to make this stable restraint.

Therefore, the precast segment concrete lining 200 of the main line tunnel 20 formed as a unit by the above method can be manufactured outside the tunnel.

In addition, according to the field conditions in the application of the present invention, the main tunnel lining as in the prior art may be applied on-site placing method.

Inside the main tunnel Precast Segment Concrete lining  Step towing- S60

After excavation of the main ship tunnel 20 and the installation of the subsequent process is completed, gradual traction of the precast segment concrete lining 200 fabricated outside the main ship tunnel 20 by the hydraulic jack and the PC steel wire is carried out at the rear side of the towing part. In this case, as in the central wall 100, the rails are installed in the foundation of the main tunnel 20, and the precast segment concrete lining is formed along with the role of the guider of the central wall 100 and the toothed notch 12e. 200 was easily towed.

When the towing is completed in this way, the lining connection gap of the toothed notch portion 12e and the main line tunnel 20 of the central wall 100 is caulked with exponent urethane so that no leakage occurs, and the above index is also applied to each segment connection gap. It is preferable to perform the caulking operation using the urethane so that the concrete filled in the voids on the back of the precast segment concrete lining 200 does not flow out.

Meanwhile, in order to fill the air gap outside the precast segment concrete lining 200, the concrete is filled and injected through the crown portion of the main tunnel 20 which is drilled at regular intervals, so that the drainboard (D) layer of the tunnel outer wall and the precast segment concrete Fill the voids in the lining 200 layer.

Subsequently, in order to reinforce the binding of the central wall 100 and the precast segment concrete lining 200, the tension facility 12f in which the tension force using the PC steel wire is introduced to the two precast structures after the completion of the whole process is spaced apart. It is preferable to achieve the first object of the present invention by installing to strengthen the binding .

On the other hand, in order to achieve the second object, first, when manufacturing the precast segment concrete lining 200, it is preferable to separate the lining to the left and right sides of the crown portion, and to dry and manufacture the lining.

In this way, since the sliding foam is dried and manufactured in a conventional manner, it is separated in the horizontal direction to produce a predetermined length, which is easy to handle and also eliminates the need for the sliding foam, thereby reducing the production cost and reducing the separation of materials during the pouring process. This is to prevent the quality of concrete to be prevented.

Precast segment concrete linings made in this way are placed on the rails and central temporary support of the oscillation table to be assembled, and the reinforcing bars protruding from the left and right linings are provided at a predetermined width of the upper crown part which is not precast. After the joints or welded joints are consolidated or hardened by mechanical joints, the concrete is ready to be cast and towed along with the formwork.

In addition, as described above, during the excavation of the main line tunnel 20, the precast segment is concrete-cast and cured outside the tunnel excavation site. Each precast segment is a pipe through which the PC steel wire 102 can enter in the longitudinal direction. A plurality of protrusion insertion holes 103 protruding from one side of the precast segment are embedded in the longitudinal direction, and the insertion tube 104 is embedded in the other side of the precast segment, so that the pre-contacted longitudinal direction is formed. Make sure that the cast segments are interconnected.

In this case, it is preferable that the protrusion insertion holes 103 and the insertion pipes 104 are formed at the same positions, respectively, and are spaced apart at a plurality of equal intervals on the side of the precast segment.

At this time, the concave-convex portion 201 is placed at both ends of the precast segment like the central wall 100.

At the time of towing, the pipe 101 existing inside each segment lining penetrates the PC steel wire and is fixed to the fixing device installed at the rear of the segment. When the hydraulic jack is operated at the front, the segment is towed. As in one example, linings can be installed over the entire length of the tunnel while towing the second, third, fourth, ..., Nth segments sequentially.

As described above, when the towing is completed, the connection gap of each segment is caulked with exponent urethane to prevent leakage, and the drain board D is formed through the crown opening 111 of the main tunnel tunneled at regular intervals. Filling the voids between the layer and segment linings with concrete will allow the linings of the tunnels to be precast.

Deadline Steps- S70

Towing the above-mentioned precast segment concrete lining to combine with the central wall (S60) is completed, the bottom of the main tunnel 20 is excavated.

In addition, the inner bottom of the main tunnel 20 is provided with a hollow ball, and the slab installation and pavement work to the lower end of the main tunnel 20, it is possible to complete the completed arch-shaped tunnel construction.

S10; Pilot Tunnel Excavation Stage
S20; Wall Precast Fabrication Drying Steps
S30; Oscillation and Traction Facility Steps
S40; Traction stage of unitized central wall
S50; Ship Tunnel Excavation and Ship Tunnel Precast Fabrication Drying Step
S60; Towing the precast segment concrete lining into the main tunnel
S70; Closing phase
10; Pilot tunnel 11; Primary shotcrete layer
12; Rounded portion 12a; Second shotcrete layer
12b; Anhydrous mortar layer 12c; Injection tube
12d; Abutting face 12e; Serrated Notch
12f; Tension facilities 13; Rail part
100; Central wall 101; pipe
102; PC liner 103; Protrusion Insertion
104; Insertion tube 105; Rebar
106; Connecting bars 107; home
108; Perforated tube 109; Central drainage pipe
110; Duct pipe 111; Crown opening
120; Fusing unit 200; Precast Segment Concrete Lining
201; Irregularities
F1, F2; Precast D, D ′; Drain board
P; Steel plate

Claims (13)

Pilot tunnel excavation step (S10),
Entering the pilot tunnel center side wall precast production drying step for forming a central wall (S20),
An oscillation stage and a propulsion unit facility step (S30) for propelling the precast to the pilot tunnel front side,
Forming a central wall unitized by combining the precast unit, and then the towing step of the unitized central wall made by a precast to enter and tow the pilot tunnel (S40),
After pulling the precast to the pilot tunnel side to form a central wall, the main ship tunnel precast fabrication drying step (S50) for excavating the main ship tunnel and producing the main ship tunnel precast;
Precast into the main tunnel Segment Towing concrete lining ( S60 ),
Construction method of a two-arch tunnel, characterized in that made of a finishing step (S70) to pour the slab and pavement by excavating the lower portion.
The method of claim 1,
In the pilot drilling step (S10), the rounded portion 12 is formed in the upper inside of the pilot tunnel 10, and the rounded portion 12 in the process of being in contact with the upper end side of the central wall 100. Two shot tunnels including the formation of the non-condensation mortar layer 12b by injecting the shotcrete (12a) in the), and the non-contraction mortar into the space formed on the top of the shotcrete (12a) and the central wall (100) Construction method.
The method of claim 1,
In the precast production a drying step (S20), the pre-cast pre-cast (F1) (F1, F2) for to achieve a single structure instead of two structures - such that sequential curing, such as> Pre-cas agent (F2) And finally precast (F1, F2) is a construction method of a two-arch tunnel comprising a set of united central wall (100).
The method of claim 3, wherein
The drainboards D are provided in contact with each other of the precasts F1 and F2, and the precasts F1 and F2 are formed when concrete is cast to interconnect the precasts F1 and F2. The bundle reinforcement 105 is embedded therein and the end of the bundle reinforcement 105 is fixedly connected by the connecting reinforcement 106, and then precast F1 and F2 are poured into the precast F1. Construction method of a two-arch tunnel comprising a fixed connection in a state in which the precast (F2) contact.
The method of claim 1,
In the towing step (S40) of the unitized central wall,
The segment precast (F1, F2) united throughout the entire section of the pilot tunnel 10 in the longitudinal direction, respectively, is pulled sequentially by the PC steel wire 102 inside the formed pipe 101 of the completed form When the central wall 100 is achieved, the construction method of the two-arch tunnel comprising a fixed tension by pulling the PC steel wire 102 at the rear side of the other side end of the pilot tunnel (10).
In the structure of the two arch tunnel,
Pilot tunnel 10 excavated to form the two arch tunnel,
Precast (F1, F2) to be separated and manufactured to be propelled toward the pilot tunnel 10, after being combined,
Central wall 100 to form a set of united wall by the combination of the precast (F1, F2),
Two arch tunnel consisting of the main tunnel 20 is excavated to both sides with respect to the central wall (100).
The method according to claim 6,
The precast F1 and F2 have a pipe 101 into which the PC steel wire 102 can enter, respectively, in the longitudinal direction, and a plurality of protrusion insertion holes 103 protruding from one side of the precast F1 and F2. Is provided along the longitudinal direction, the insertion tube 104 for inserting the protruding insertion hole 103 is embedded in the other precast (F1, F2) side corresponding to the precast (F1, F2) A semicircular arc-shaped groove 107 is formed in the lower end of the contact surface to allow the hole hole 108 to be inserted into the groove 107, and the central drain pipe 109 obliquely axially from the hole hole 108. Two-arch tunnel, characterized in that the buried duct pipe 110 is formed in the longitudinal direction of the tunnel at the end side of the central drain pipe 109 is embedded.
The method according to claim 6,
A drain board D is provided on one surface of each of the precast F1 and the precast F1, and the bundle reinforcement 105 is embedded therein to interconnect the precasts F1 and F2. To the two reinforcing bars 105, the two arch tunnels, characterized in that to be connected and fixed to the connecting bars (106).
The method according to claim 6,
Two-arch tunnel comprising a separate drain board (D ') is provided to cover the upper portion between the other central wall (100') in contact with the united central wall (100).
The method according to claim 6,
Two arch tunnel including a toothed notch 12e is provided on the surface 12d in contact with the precast segment concrete lining 200, which is the main tunnel lining, on both left and right ends of the central wall 100 to be unitized. .
The method according to claim 6,
Precast forming the main tunnel 20 Segment Of concrete lining (200) To both ends is a two-arch tunnel comprising an uneven portion 201.
The method according to claim 6,
Two-arch tunnel comprising a tension facility (12f) using a PC steel wire to strengthen the binding of the precast segment concrete lining (200) forming the central wall (100) and the main line tunnel (20).
The method of claim 1,
In the main tunnel precast fabrication drying step (S50), when manufacturing the precast segment concrete lining 200 forming the main tunnel 20, the lining is separated from the left and right sides of the crown part, dried, manufactured and each segment After caulking the connection gap of water with urethane to prevent leakage, filling the gap between the drain board (D) layer and the segment lining with concrete through the crown opening 111 of the main tunnel which is drilled at regular intervals. Two arch tunnel construction method comprising the.

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