KR100959413B1 - Method for constructing a tunnel using front jackingconstruction method - Google Patents

Abstract

PURPOSE: A tunnel and a construction method thereof by front jacking are provided to propel a tunnel box with a small force and to prevent sagging of an earthwork structure located on the tunnel box. CONSTITUTION: A tunnel constructed by front jacking comprises a pipe loop(10) installed in the underground of a road or railway to prevent the settlement of ground, rollers(23) which are installed on the top of a tunnel box(20) with support anchors(22) and slid along the bottom surface of the pipe loop, and horizontal mortar which is placed and cured on the top of the tunnel box to regulate the height of the rollers.

Description

Method for constructing a tunnel using front jacking construction instruction}

The present invention combines a plurality of pipe loops to propel in the ground and install a plurality of rollers on the top of the tunnel box to easily propel the tunnel box through the rollers, the earthwork is located on the top of the tunnel box to be installed The present invention relates to a tunnel using a front jacking method and a method of constructing the tunnel box to prevent propagation of a structure to prevent safety accidents and various inconveniences caused by the settlement, as well as to easily propel a tunnel box into the ground without a large propulsion force.

When it is necessary to construct a BOX-type tunnel or underground roadway through soil structures such as embankment-type roads or railway high-speed railroads, the front jacking method is used as a non-adhesive method to eliminate various inconveniences caused by the open-type method. However, the front jacking method implemented to date has a problem that the settlement of the superstructure occurs during the construction process.

In other words, the front jacking method, which has been implemented up to now, is constructed by pushing a plurality of circular pipes to the upper ground of the structure to be installed to make a pipe loop and pushing the box-shaped tunnel structure into the lower part spaced apart from this by a certain distance. Has been.

However, when the construction in the above manner as shown in Figure 1, while the soil is pushed in the direction of the soil propulsion due to the propulsion of the tunnel box (B) between the pipe loop and the top of the tunnel box (B) to be propelled. Loosening causes settlement of the superstructure.

This is a method that cannot be used on high-speed railways or high-traffic highways where pipe loops cannot be repaired immediately.

In addition, the above-described method is a large propulsion force is required to propel the tunnel box (B) under the load because the upper active and dead load of the ground is transmitted to the tunnel box to be propelled through the soil, and thus, the construction cost and There is a problem that causes air increase.

The present invention has been made to solve the above problems of the prior art, by combining a plurality of pipe loops to propel in the ground and to install a plurality of rollers on the top of the tunnel box to easily propel the tunnel box through the roller. By preventing the settlement of earthwork structures located in the upper part of the tunnel box to be installed, it prevents safety accidents and various inconveniences caused by the settlement and also makes it easy to propel the tunnel box into the ground without great propulsion. The purpose is to provide a tunnel using the jacking method and its construction method.

Another object of the present invention is to install and transport the pipe loop in a number of ways in the ground, so that it is easy to install and transport, significantly reducing the air and manpower consumption in the construction of the tunnel, as well as conventional pre-molding Unlike the pipe loop installed in the underground, it is also possible to provide a tunnel and a construction method using the front jacking method with improved practicality by being able to be additionally combined in the field according to the length of the ground.

Means of the present invention for achieving the above-described plurality of objects is to form a through hole from the base station to the end base in the middle of the road or railway to insert a traction line and then to fix the traction line in the end base Tunnels are constructed by installing the front jacks, and fixing the traction line to the tunnel box in the base station, and pulling the traction lines fixed to the anchorage of the front jack in the terminal base to sequentially propel a plurality of tunnel boxes into the ground As the road or railway underground, a pipe loop is further installed to prevent settlement of the underground, and a roller sliding along the bottom of the pipe loop at an upper end of the tunnel box is further installed through a support anchor. It is characterized by.

Another means of the present invention for achieving the above-described plurality of objects, the first step of forming a base station and the end base spaced at regular intervals in the basement of the road or railway, and the viewpoint in the middle of the first step A second step of forming a plurality of through-holes from the base to the end point, and a third step of arranging pipe loops in multiple stages in the horizontal and vertical directions at the time point of the second step, and then propelling to the ground; A fourth step of installing a propulsion route for guiding the sliding of the tunnel box in the ground; and manufacturing the tunnel box at the base station side, and then allowing the tunnel box to slide along the bottom of the pipe loop at the top of the tunnel box. The five rollers are installed at equal intervals, and both ends of the traction line are penetrated through the through hole of the tunnel box and the fixing hole of the front jack, and the front jack Tension to the tow line and characterized by comprising a sixth step of driving a tunnel in soil box.

Tunnel using the front jacking method according to the present invention and its construction method is installed pipe loops in the ground and installed a plurality of rollers on the top of the tunnel box can easily push the tunnel box through the ground through the tunnel construction or Since the earth and sand are not relaxed after construction, the safety and safety do not interfere with the ground transportation, and the construction cost and air are greatly reduced, and there is no earth and sand on the upper part of the tunnel box due to the pipe loop. The tunnel box can be pushed into the ground, and the finishing work such as waterproofing is perfected, and the upper load of the tunnel box is evenly distributed through the rollers to prevent settlement of the ground so that no additional maintenance costs are required during construction and after construction. It works.

In addition, it is easy to install and transport by constructing a plurality of pipe loops to be installed in preparation for the active in the ground, and can greatly reduce the air and manpower consumption in the construction of the tunnel, Unlike the pipe loops that are pre-formed and installed in the ground, it is possible to further combine and use in the field according to the length of the ground, thereby improving the practicality.

1 is a view showing the propulsion process of the tunnel according to the prior art.
Figure 2 is a front view of the tunnel using the front jacking method according to the present invention.
Figure 3 is a perspective view of a tunnel box applied to the tunnel using the front jacking method according to the present invention.
Figure 4 is a perspective view of a pipe loop applied to the tunnel using the front jacking method according to the present invention.
5a and 5d is a construction sequence diagram of the tunnel using the front jacking method according to the present invention.
Figure 6 is a block diagram showing the construction sequence of the tunnel using the front jacking method according to the present invention.
7 is an embodiment of a tunnel using a front jacking method according to the present invention.

DETAILED DESCRIPTION Hereinafter, exemplary embodiments of the present invention will be more clearly described with reference to the accompanying drawings.

2 is a front view of a tunnel using the front jacking method according to the present invention, Figure 3 is a perspective view of a tunnel box applied to the tunnel using the front jacking method according to the present invention, Figure 4 is using the front jacking method according to the present invention Figure 5a and 5d is a perspective view of a pipe loop applied to the tunnel, the construction sequence diagram of the tunnel using the front jacking method according to the present invention, Figure 6 is a block diagram showing the construction sequence of the tunnel using the front jacking method according to the present invention. 7 is an embodiment of a tunnel using a front jacking method according to the present invention.

As shown in FIGS. 2 to 4, the tunnel using the front jacking method according to the present invention forms a viewpoint base 1 and an endpoint 2 by breaking the ground of a road or a railway, and then the viewpoint base 1 The tunnel box 20 is located in the) and the front end (4) is installed in the terminal base (2). Then, the traction line 3 is inserted into the through hole from the viewpoint base 1 to the termination base 2 so that each end is fixed to the tunnel box 20 and the front jack 4, and then the front jack ( Pulling the towing line 3 through 4) is constructed by sequentially pushing the tunnel box 20 underground.

In addition, in order to smoothly propel the tunnel box 20 by installing a propulsion route 40 made of H beam in the ground to allow the tunnel box 20 to slide smoothly along the propulsion route (40). desirable.

Prior to pushing the tunnel box 20 into the ground, the pipe or loop of the road or railway may be lost in consideration of the occurrence of live load of the road or railway and the ground may be lost while the tunnel box 20 is being pushed into the ground. 10 is further installed.

The pipe loop 10 is to be coupled to a plurality of sequentially being pushed into the ground, referring to Figure 4, the first to push the ceiling portion in the ground and then additionally couples the legs to the bottom of both sides of the ceiling portion. Accordingly, the pipe loop 10 is made of a steel material to form a "c" frame.

The pipe loop 10 is a plate-like horizontal member 11 spaced apart at regular intervals in the up, down direction, and a plurality of welded or bolted coupled between the upper, lower portion of the horizontal member 11 the pipe loop 10 It consists of a vertical reinforcing plate 14 to prevent the bending / deformation of the.

In addition, a coupling part 12 having a coupling groove 13 is further formed at one end of the horizontal member 11 so that the other end of the different horizontal member 11 constitutes the horizontal member 11 ( 12, the pipe loop 10 is coupled in multiple stages in the horizontal and vertical directions so that the pipe loop 10 is fitted in the coupling groove 13 of the coupling groove 13.

Pipe loop 10 is produced by combining a plurality as described above is structurally secured to ensure the stability does not occur settlement can be a safe tunnel construction, while preventing the settlement of the ground transport the earth and sand to the tunnel box (20) As the source is not blocked, the live load and dead load in the tunnel box 20 are not transmitted to the tunnel box 20 through the earth and sand, so that the tunnel box 20 can be easily pushed in the ground without a large propulsion force.

In addition, since the pipe loop 10 is divided into a plurality of forms and combined into one large frame, the pipe loop 10 does not weigh much, and thus can be easily installed and transported, thereby greatly reducing air and manpower consumption in constructing a tunnel. Unlike conventional pipe loops, which are preformed and installed in the ground, they can be combined and used in the field according to the length of the ground, thereby improving practicality.

On the other hand, a plurality of rollers 23 are further installed on the upper portion of the tunnel box 20 through the support anchor 22.

The roller 23 is to distribute the upper load of the ground evenly distributed throughout the tunnel box 20 to be propelled, so that the pipe loop 10 is not bent / deformed, the roller 23 is a pipe loop (10) Sliding smoothly along the upper surface of the bottom) allows the tunnel box 20 to be easily pushed underground without large propulsion.

In addition, the roller 23 constituting the support anchor 22 reduces the friction area with the pipe loop 10 to minimize the loss of the ground.

And, as shown in FIG. 7, when the ground height of the viewpoint of the base station (1) and the end point (3) is different, the tunnel box to be pushed to the high underground portion at the top of the tunnel box 20 to be propelled to the lower underground portion After placing the horizontal mortar 30 so as to be horizontal with the upper end of the (20) and then embedding the roller 23, it is propelled by the roller 23 of the tunnel box 20 and the high underground part to be pushed to the lower portion The roller 23 of the tunnel box 20 may be formed on a horizontal line so that the roller 23 of the tunnel box 20 may be smoothly driven on the bottom surface of the pipe loop 10.

After the installation of the tunnel box 20 is completed, the tunnel of the present invention is structurally filled / cured by filling the filler 50 made of lightweight concrete in the space between the tunnel box 20 and the pipe loop 10. To ensure stability.

Hereinafter, a method of constructing a tunnel using the front jacking method according to the present invention will be described in detail with reference to FIGS. 5A to 5D and 6.

First, the base station 1 and the end station 2 are formed to be spaced apart at regular intervals by digging a road or a railway. In order to prevent the loss of the earth and sand to the inner wall of the underground, it is preferable that a separate earth and sand preventive blocking plate (not shown) is further installed.

Subsequently, the pipe loop 10 corresponding to the ceiling portion of the pipe loop 10 is pushed into the ground in the direction of the end point base station 2 from the start point base station 1, and then the portion of the trench is opened in the height of the tunnel box 20. Break additionally to become Further, the pipe loops 10 form a “c” shape by further coupling leg portions to both bottom surfaces of the ceiling portions of the pipe loops 10.

In the pipe loop 10 of the pipe loop 10 is located at the top and the pipe loop 10 is located on the side, the pipe loop 10 is located on the side and the pipe loop 10 is located below these The ends of the female and male are welded.

Subsequently, the boring machine 5 and the horizontal through rod 6 are used to form a plurality of through-holes from the viewpoint base 1 to the termination base 2 while penetrating left and right in the ground.

In the above-described horizontal through bar (6) is open on both sides and the hollow bar is used, the position of the through hole should be formed in a position corresponding to the through hole 21 of the tunnel box (20).

Subsequently, the tunnel box 20 is further installed to be located at the lower and both sides of the tunnel box 20 by the propulsion route 40 made of H beam in the ground for smooth propulsion of the tunnel box 20. It can be smoothly sliding along the propulsion route (40).

Subsequently, formwork (not shown) is formed on the viewpoint of the base 1, and concrete is cast / cured on the formwork to manufacture the tunnel box 20, and then the formwork is demolded. Here, a plurality of rollers 23 must be installed at equal intervals through the support anchors 22 so that the tunnel box 20 can slide smoothly along the bottom surface of the pipe loop 10 at the top of the tunnel box 20. do.

Subsequently, the oscillation table 7 is installed in the viewpoint base 1 so that the tunnel box 20 is disposed on the oscillation table 7, and the reaction zone 8 is installed in the endpoint base 2. To install the front jack (4) on the upper portion of the reaction table (8).

Subsequently, a siege tube (not shown) is installed in the through hole in the ground so that the traction line 3 can penetrate the through hole in the ground without obstacles, and both ends of the traction line 3 are tunnel box 20. It is provided in the fixing hole of the through-hole 21 and the front jack 4 formed in each.

Finally, by pulling the pull line 3 through the front jack 4, the tunnel box 20 is sequentially pushed into the ground so that the tunnel box 20 is located in the inner space of the pipe loop 10.

Prior to pushing the tunnel box 20 in the above, it is preferable to construct a plurality of guide burrows (not shown) in the ground so that the direction of movement is not displaced when the tunnel box 20 is pushed into the ground.

And, if the ground height of the viewpoint of the base station (1) and the end point (3) is different, the top of the tunnel box 20 to be propelled to the high underground portion and the top of the tunnel box 20 to be promoted to the lower underground portion and horizontal After placing the horizontal mortar 30 so as to achieve a buried roller 23, the roller 23 of the tunnel box 30 to be pushed to the lower portion and the roller of the tunnel box 20 to be pushed to the high underground portion It is possible to smoothly propel the bottom of the pipe loop 10 by allowing the 23 to achieve a horizontal line.

In addition, the space between the upper portion of the tunnel box 20 and the pipe loop 10 is further filled with a filler 50 made of lightweight concrete so that the tunnel of the present invention is not bent / deformed, thereby ensuring structural stability. It is desirable to.

1: viewpoint base 2: endpoint base
3: towing ship 4: front jack
5 Boring Machine 6 Horizontal Bar
7: oscillation zone 8: reaction force
10: pipe loop 11: horizontal member
12: coupling portion 13: coupling groove
14: vertical reinforcement plate 20: tunnel box
21: through hole 22: support anchor
23: roller 30: horizontal mortar
40: propulsion route 50: filling material

Claims (7)

Forming a through hole from the base station (1) to the end base (2) in the ground of the road or railway to insert a traction line (3), and then to secure the traction line (3) in the end base (2) The front jack 4 is installed, and the tow ship 3 is fixed to the tunnel box 20 in the viewpoint base 1, and the tow ship fixed to the anchorage of the front jack 4 in the end point base 2. As the tunnel is constructed by pulling a plurality of tunnel boxes 20 in the ground by pulling (3),
The underground of the road or railway is further provided with a pipe loop 10 to prevent the settlement of the underground,
In the upper portion of the tunnel box 20, a roller 23 sliding along the bottom surface of the pipe loop 10 at the upper end is further installed through the support anchor 22,
The front jacking method, characterized in that the horizontal mortar 30 is placed / cured in order to adjust the height of the roller 23 at the top of any one tunnel box 10 selected from the tunnel box 20 Tunnel using
The method of claim 1,
The pipe loop 10 is a horizontal member 11 spaced apart at regular intervals in the up and down directions, and a vertical reinforcing plate 14 welded or bolted to the plurality of upper and lower portions of the horizontal member 11. A coupling part 12 having a coupling groove 13 is further formed at one end of the horizontal member 11 so that the other end of the horizontal member 11 is a coupling groove of the coupling part 12. 13) the tunnel using the front jacking method, characterized in that the pipe loop 10 is coupled in multiple stages in the horizontal and vertical directions.
delete The method of claim 1,
Tunnel using the front jacking method, characterized in that the filler 50 is further filled in the space between the top of the tunnel box and the pipe loop (10).
A tunnel construction method using the front jacking method according to any one of claims 1 and 4,
A first step of forming the base station (1) and the end station (2) to be spaced apart at regular intervals in the underground road or railway;
A second step of pushing the pipe loop 10 into the ground at the time point of the first step;
A third step of forming a plurality of through-holes from the base station 1 to the end base station 2 in the underground of the second step;
A fourth step of installing a propulsion route 40 for guiding sliding of the tunnel box 20 in the ground;
After the tunnel box 20 is manufactured at the viewpoint of the base station, a plurality of rollers 23 are equally spaced at the top of the tunnel box 10 so that the tunnel box 20 can slide along the bottom surface of the pipe loop 10. A fifth step of penetrating and installing both ends of the traction line 3 through the through hole 21 of the tunnel box 20 and the fixing hole of the front jack 4;
The sixth step of propelling the tunnel box 20 to the ground by tensioning the traction line (3) through the front jack (4),
The front jacking method, characterized in that the horizontal mortar 30 is placed / cured in order to adjust the height of the roller 23 at the top of any one tunnel box 10 selected from the tunnel box 20 Tunnel construction method using
delete 6. The method of claim 5,
After the sixth step, the tunnel construction method using a front jacking method, characterized in that further comprising the step of filling the filler 50 in the space between the top of the tunnel box and the pipe loop (10).

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