KR100562121B1 - Shield tunneling construction method and tunnel structure - Google Patents

Shield tunneling construction method and tunnel structure Download PDF

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Publication number
KR100562121B1
KR100562121B1 KR20030058415A KR20030058415A KR100562121B1 KR 100562121 B1 KR100562121 B1 KR 100562121B1 KR 20030058415 A KR20030058415 A KR 20030058415A KR 20030058415 A KR20030058415 A KR 20030058415A KR 100562121 B1 KR100562121 B1 KR 100562121B1
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South Korea
Prior art keywords
tunnel
tunnel structure
pipe
horizontal direction
structure
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KR20030058415A
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Korean (ko)
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KR20050020451A (en
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위성길
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(주)동양엠티
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Abstract

The present invention to simplify the construction of the tunnel construction work and shorten the duration of the work by constructing the pipe loop to be installed for the purpose of preventing ground subsidence in the horizontal direction in the horizontal direction, and also to form a tunnel structure door-shaped tunnel A method of constructing a non-adhesive tunnel structure for preventing subsidence of a tunnel to be constructed when propelling a unit, comprising: excavating both sides of a place where a tunnel structure is to be installed in a vertical direction to form a vertical gang of a predetermined depth; Installing a plurality of pipe loops on the top of the tunnel structure in the same direction as the tunnel structure to be installed inside the vertical gang, but embedding a plurality of pipe loops in the horizontal direction wider than the width of the tunnel structure, to be installed inside the vertical shaft A plurality of floor pipes are laid in the horizontal direction under the tunnel structure and the floor Reinforcing the bottom surface contacting the bottom of the tunnel structure to be installed through a series of processes grouting the outside of the pipe and placing concrete inside the floor pipe, and the ground between the pipe loop and the reinforced floor surface is reinforced. It is characterized in that it comprises a step of sequentially pushing the tunnel unit of the prefabricated PC box form while drilling.
Detachable, Pipe Loop, Horizontal, Floor Pipe, Grouting

Description

Non-adhesive tunnel structure construction method and tunnel structure {SHIELD TUNNELING CONSTRUCTION METHOD AND TUNNEL STRUCTURE}

1 is a configuration diagram for explaining an embodiment of a non-removable tunnel structure construction method according to the present invention;

2 is a view of the tunnel structure according to FIG.

* Description of the symbols for the main parts of the drawings *

10: pipe loop 20: floor pipe

22: concrete 24: grouting layer

30: tunnel unit 40: end frame

42: tip shoe 44: drilling jack cylinder

46: excavator 48: trowel conveyor belt

50: carrier cart 52: hydraulic jack cylinder

54: bracing wall 56: vertical gang

The present invention relates to a method of constructing a non-adhesive tunnel structure and a tunnel structure thereof, and more particularly, to constructing a door-type tunnel by a non-adhesive method, to provide a pipe loop constructed for the purpose of preventing ground subsidence on the upper side of a tunnel. It is possible to simplify the tunnel construction work and shorten the work period by installing it in the horizontal flat shape and to prevent the settlement of the bottom of the tunnel to be constructed when pushing the door-shaped tunnel unit to form the tunnel structure. The tunnel is designed to maintain structural stability while maintaining a constant height and construction angle.

In general, various construction methods are used to construct tunnel structures such as underpasses and tunnels.

Representative tunnel structure construction method is to open the ground where the tunnel is to be completely grounded and construct the tunnel structure, and then open trench method to complete the construction by covering the attached earth and sand over the constructed tunnel structure. Method: hereinafter referred to as OTM). In addition, after the tunnel is formed in a non-opening manner using a shield tunneling machine without attaching the ground where the tunnel is to be installed, the tunnel is completed by constructing the tunnel structure inside the formed tunnel. There is a Tunneling Boring Method (TBM).

In addition, as a method of constructing a tunnel under a road or railway rail, there is a pipe roof method for constructing an underground structure under the state of supporting the upper soil layer using a pipe.

Among the open trench method (O.T.M) and the tunnel boring method (T.B.M) described above, the currently used method is the tunnel boring method.

The tunnel boring method is widely used in urban areas or in places where the ground is composed of rock layers, which is used in the process of constructing tunnels for ground structures (roads, buildings, etc.), underground structures (sewerage, gas pipes, etc.) and ground traffic flows. This is because tunnels can be constructed with minimal impact.

However, the open trench method and the shield boring method have the following construction problems.

That is, in the open trench method, since the tunnel construction is performed while the ground is attached at the time of tunnel construction, there is a problem that the tunnel factory factory is greatly restricted by roads or buildings on the ground.

In addition, the shield boring method is difficult to apply in the ground mainly by the method of constructing the tunnel to the rock layer in the non-attached state. In addition, since most shield tunneling machines can only build a circular tunnel structure or an arched tunnel structure. Construction inefficiency in drilling a tunnel larger than necessary is pointed out, and for this reason, there is a problem in that the construction of the tunnel is increased due to the use of an open trench method or a pipe loop method.

Accordingly, in order to solve the problems of the open trench method and the shield boring method, the applicant of the present invention uses a tunnel structure to construct a tunnel in a non-adhesive manner in the Republic of Korea Patent Application Nos. 99-15875 and 99-18904. A construction method has been proposed to form a tunnel while continuously pushing it inside.

However, in the case of constructing a door-type tunnel using the non-adhesive tunnel construction method according to the prior art, in order to prevent the ground collapse or settlement due to the tunnel construction, a plurality of pipe loops are formed into the door shape corresponding to the tunnel shape. After reinforcing the ground by filling fillers, such as grouting, in the looped pipe soaked, the tunnel is constructed by drilling the inside of the loop pipe.

Accordingly, since the work of embedding the pipe loop should be performed at various angles with respect to the upper and left and right sides of the tunnel to be constructed, it goes through a complicated process, which not only acts as a factor in lengthening the construction period of the tunnel but also increases the construction cost. Resulted.

In addition, in the process of drilling the tunnel and pushing the door-shaped tunnel structure, the bottom surface of the tunnel to be constructed is settled by the load of the tunnel structure, and thus the tunnel structure to be constructed cannot maintain its position. By maintaining irregular heights or angles, the tunnels being constructed remained structurally very unstable.

The present invention has been made in order to solve the above problems, by constructing the pipe loop buried outside the tunnel to be constructed to form a one-piece structure in the horizontal direction while sufficiently suppressing the earth and sand collapse around the tunnel, The purpose of the present invention is to provide a non-removable tunnel structure construction method that allows the construction work to be done simply and efficiently.

In addition, in the process of pushing each tunnel unit forming the tunnel structure, ground subsidence of the tunnel floor is prevented so that the completed tunnel structure can achieve a very stable structure while maintaining a constant height and angle. It is another object of the present invention to provide a construction method.

Another object of the present invention is to provide a tunnel structure in which reinforcing surfaces are formed on upper and lower portions of the tunnel structure, and thus ground subsidence around the tunnel is actively prevented due to the improvement of the earthquake resistance of the tunnel structure or other superiority.

In order to achieve the above object, the non-adhesive tunnel structure construction method according to the present invention, in the tunnel structure construction method for constructing the tunnel structure in the ground non-adhesive, both sides of the place to install the tunnel structure in the vertical direction Excavating to form a vertical gang of a predetermined depth; Installing a plurality of pipe loops on the top of the tunnel structure in the same direction as the tunnel structure to be installed inside the vertical gang, but embedding a plurality of pipe loops in the horizontal direction wider than the width of the tunnel structure, to be installed inside the vertical shaft The floor surface which is in contact with the bottom of the tunnel structure to be installed through a series of processes to bury a plurality of floor pipe in the horizontal direction, grout the outside of the floor pipe and cast concrete inside the floor pipe under the tunnel structure. Reinforcing step, characterized in that it comprises the step of sequentially pushing the tunnel unit of the prefabricated PC box form while drilling the ground between the pipe loop and the reinforced bottom surface.

And, in the step of embedding the pipe loop, it is preferable to embed the pipe loop up to a distance of at least the height of the tunnel structure from both sides of the upper end of the tunnel structure to be constructed.

delete

In addition, the tunnel structure according to the present invention, the reinforcing pipe loop of the structure in which a plurality of pipes embedded in the horizontal direction is constructed on the upper side of the tunnel so as to maintain a width larger than the tunnel width, a plurality of floor pipes are grouted on the outside and the inside It is embedded in the horizontal direction in the lower side of the tunnel so that the concrete is laid, characterized in that the reinforcement construction was made to prevent ground subsidence on the bottom surface in contact with the tunnel bottom.

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

1 is a block diagram illustrating an embodiment of a non-attached tunnel structure construction method according to the present invention, Figure 2 is a view of the tunnel structure according to Figure 1 viewed from the entrance side.

As shown in the non-removable tunnel structure construction method according to the present invention, first excavating both sides of the place where the tunnel is to be installed in a vertical depth to form a vertical gang.

And inside the vertical gang formed in this way, a plurality of pipe loops 10 are buried in the same direction as the installation direction of the tunnel structure to be located above the tunnel structure to be installed, wherein the pipe loop 10 is the tunnel Multiple buried in the horizontal direction to keep the width wider than the width of the structure. As such, the pipe loop 10 maintains a wider width than the tunnel structure in which the pipe loop 10 is to be installed. The excavation work through the tunnel excavation means or the propulsion of the tunnel structure through the indentation propulsion means will be described later. This is to prevent the phenomenon of collapse or flow down, so that the width of the pipe loop 10 is maintained to the extent that can prevent the phenomenon of the soil surrounding the tunnel structure to be installed flows into the tunnel structure to be installed I can do it.

In the present embodiment, the pipe loop 10 is buried to a distance greater than the height of the tunnel structure from both sides of the upper end of the tunnel structure to be installed. This is to prevent the earth and sand from the upper side of the tunnel collapsing or digging into the tunnel structure during the operation, such as excavation and excavation of the tunnel structure to be installed.

Then, the pipe loop 10 is buried in the upper side of the tunnel structure to be installed as described above, and then the work is performed to reinforce the bottom surface in contact with the lower end of the tunnel structure to be installed. Reinforcing the bottom surface in contact with the lower end of the tunnel structure to be installed in this way, after embedding a plurality of floor pipe 20 in the horizontal direction under the tunnel structure to be installed, the outside of the floor pipe 20 The grouting process is performed, and the grouting layer 24 is formed by grouting the outside of the floor pipe 20, and then the concrete 24 is poured into the inside of the floor pipe 20. The bottom ground of the tunnel structure to be strengthened.

In addition, prior to the operation of embedding the pipe loop 10 on the upper side of the tunnel structure to be constructed, the work of reinforcing the ground surface of the tunnel structure to be constructed may be made first.

In addition, a tunnel reaction means, a tunnel collapse prevention means, and a push-in propulsion means for pushing and transporting the tunnel structure are introduced into the vertical gang, and a brace reaction wall 54 for supporting and fixing the push-in propulsion means is installed.

The support reaction wall 54 is installed to fit the width of the vertical gang 56 to support the reaction force when the tunnel collapse preventing means is excavated into the ground to prevent the tunnel collapse preventing means from being pushed backwards. do.

The tunnel collapse preventing means is a conical tip shoe 42 to be excavated into the ground, and one side is in contact with the tip shoe 42 and the other side is extended toward the front to prevent the earth and sand in the ground collapse and at the same time preliminary A plurality of excavation jack cylinders for pushing the front end frame 40 and the front end frame 40 by hydraulic pressure to move the front end shoe 42 into the ground to prevent the earth and sand flowing down into the tunnel. It can comprise with (44).

By the tunnel collapse preventing means configured as described above, the excavating jack cylinder 44 pushes the tip frame 40 by hydraulic pressure, whereby the tip shoe 42 interlocking with the tip frame 40 is underground. As a result of being pushed into the ground, a reserve tunnel is formed in the form of the front end frame 40 and the front end shoe 42.

The tunnel excavation means may be used to install the excavator 46 in the preliminary tunnel to excavate the earth and sand, such as the labor of the worker and the equipment according to it.

In addition, the tip frame 40 and the tip shoe 42 are excavated by the excavating jack cylinder 44, or in the process of excavating the soil of the preliminary tunnel by the tunnel excavation means, the preliminary tunnel Since the pipe loop 10 located at the upper portion of the pipe loop 10 suppresses the collapse or flow of the earth and sand, the phenomenon of the earth and sand is prevented from flowing into the preliminary tunnel, thereby facilitating the construction of the tunnel and enabling rapid construction. do.

The tunnel structures are sequentially pushed by the pushing propulsion means into the preliminary tunnel where the tunnel structure installation space is provided by the excavation of the tunnel drilling means. That is, the tunnel structure is constructed in such a way that the tunnel unit 30 of the pre-fabricated PC box structure is sequentially mounted after passing through the rectangular head form.

At this time, the lower ground of the preliminary tunnel is strengthened through the embedding of the floor pipe 20, the grouting 22 construction, and the concrete 24 before the propulsion of the tunnel unit 30 proceeds. While the propulsion of 30 is in progress, the ground of the lower ground of the preliminary tunnel is prevented from being actively prevented. Accordingly, the tunnel unit 30, which is being propelled, is capable of regular propulsion while maintaining a constant height. This will ensure a sense of stability.

In addition, due to the pipe loop 10 buried above the preliminary tunnel, the soil is not collapsed or flowed down in the tunnel structure direction during the propulsion of the tunnel unit 30.

Then, the earth and sand excavated by the tunnel drilling means is transferred to the vertical gang 56. As the conveying means of such earth and sand, the soil car conveyor belt 48 for carrying the excavated earth and sand, which is transported by the soil car conveyor belt 48, is loaded along the rail and is transported along the rail. It can be composed of a plurality of transport cart (50) for discharging the soil.

Then, the earth and sand transported in the vertical gang 56 is discharged to the outside of the vertical gang 56.

The tunnel structure of the present invention installed by the above method will be described with reference to FIG.

In the tunnel structure according to the present invention, the pipe loop 10 is buried in the horizontal direction so that the width of the tunnel structure is extended in the horizontal direction than the width of the tunnel itself, and the bottom surface is reinforced to prevent ground subsidence. Consists of a structure.

In addition, it is preferable that the width of the pipe loop 10 is buried up to a distance greater than or equal to the height of the tunnel structure from both sides of the upper end of the tunnel structure to be constructed.

As a result, the load due to the earth and sand located on the upper side of the tunnel structure is partially absorbed by the pipe loop 10, thereby improving structural stability such as increasing the seismic resistance of the tunnel structure.

In addition, the reinforcement structure for the bottom surface of the tunnel structure, a plurality of floor pipes 20 are embedded in the horizontal direction in the lower portion of the tunnel structure, the outer periphery of the floor pipe 20 is grouted construction, the floor pipe The concrete 24 is constructed to be poured inside the 20.

Accordingly, since the reinforced floor surface firmly supports the load of the tunnel structure, the tunnel structure is caused by ground degradation due to soil weakening or other reasons around the tunnel after a certain period of time after the construction of the tunnel structure. It is possible to positively prevent the phenomenon of the deformation.

As can be seen by the above embodiment, according to the non-attached tunnel structure construction method and the tunnel structure according to the present invention, the horizontal direction irrespective of the shape of the tunnel to be constructed in the construction of the tunnel structure in the non-adhesive manner By laying a straight piperoof along the construction process, the construction work becomes simple, and accordingly, the cost reduction and more sophisticated construction can be performed.

In addition, in pushing the tunnel structure in the form of a PC box into the pre-drilled pre-tuned tunnel, the lower ground of the tunnel to be constructed has sufficient strength to support the load of the PC box and its propulsion. As a result, the settlement of the ground under the tunnel during the construction of the tunnel structure is actively prevented, and the PC boxes to be pushed are maintained while maintaining a constant height so that the completed tunnel structure can be maintained in a structurally stable state.                     

In addition, since the tunnel structure according to the present invention has a reinforcing portion, respectively, on the upper side and the lower side thereof, it is not only able to withstand the load applied to the tunnel structure more firmly, but also the lower ground of the tunnel structure by the load of the tunnel structure itself. It is effective to prevent the settlement phenomenon.

Claims (6)

  1. A tunnel structure construction method for non-adhesive construction of a tunnel structure underground;
    Digging both sides of the place where the tunnel structure is to be installed in the vertical direction to form a vertical gang of a predetermined depth;
    Installing a plurality of pipe loops above the tunnel structure in the same direction as the tunnel structure to be installed in the vertical gang, and embedding the plurality of pipe loops in the horizontal direction wider than the width of the tunnel structure;
    Inside the vertical shaft, a plurality of floor pipes are laid in the horizontal direction under the tunnel structure to be installed, grouting the outside of the floor pipe, and the installation is performed through a series of processes for placing concrete in the floor pipe. Reinforcing the bottom surface in contact with the bottom of the tunnel structure to be;
    Non-removable tunnel structure construction method comprising the step of sequentially pushing the tunnel unit in the form of a prefabricated PC box while drilling the ground between the pipe loop and the reinforced bottom surface.
  2. The method of claim 1,
    In the step of embedding the pipe loop,
    And embedding the pipe loop at a distance greater than or equal to the height of the tunnel structure from both upper ends of the tunnel structure to be constructed.
  3. delete
  4. The method of claim 1,
    And reinforcing the bottom surface of the tunnel structure to be constructed prior to the step of embedding the pipe loop in the horizontal direction.
  5. A reinforcing pipe loop with a plurality of pipes embedded in the horizontal direction is constructed above the tunnel to maintain a width larger than the tunnel width, and a plurality of floor pipes are grouted on the outside and concrete is poured on the inside in the horizontal direction below the tunnel. Tunnel structure, characterized in that the reinforcement was made to prevent ground subsidence buried in the bottom surface in contact with the bottom of the tunnel.
  6. The method of claim 5,
    The pipe loop,
    Tunnel structure, characterized in that it is embedded so as to extend from the upper both sides of the tunnel structure to be constructed to a distance greater than the height of the tunnel structure.
KR20030058415A 2003-08-22 2003-08-22 Shield tunneling construction method and tunnel structure KR100562121B1 (en)

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Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100926286B1 (en) 2009-03-18 2009-11-12 정광옥 Construction method for tunnel using perpendicular hall
KR100926501B1 (en) * 2009-05-08 2009-11-12 리건산업개발(주) Roof and shield tunneling construction method (rsm) and tunnel structure
KR100984883B1 (en) * 2009-05-22 2010-10-01 위성배 The construction method of shield tunneling
KR101021867B1 (en) 2010-08-02 2011-03-17 홍익컨스텍(주) The front header for constructing non-excavation type tunnel structure
CN101725357B (en) * 2008-10-23 2011-11-02 上海天演建筑物移位工程有限公司 Construction method for lower section of underground tunnel
KR101156613B1 (en) * 2009-08-27 2012-06-15 비엔지건설(주) The Construction Method of Shield Tunneling for long distacne
KR101170011B1 (en) 2011-03-30 2012-08-03 김진형 Construction apparatus for tunnel and construction method for tunnel using the same
KR20160022177A (en) 2014-08-19 2016-02-29 한국철도기술연구원 Tunnel excavation method for kerfing outer surface of tunnel for decreasing blasting vibration
KR20190028836A (en) 2017-09-11 2019-03-20 최희숙 Tunneling machine for non-open cut type tunnel pressing

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100656194B1 (en) * 2006-05-03 2006-12-13 은산토건(주) Open cut and cover method applying tunnel cut method
KR101067218B1 (en) * 2009-07-09 2011-09-22 위정복 The Construction Method of laying Pipe Underground for Ultra soft Ground

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101725357B (en) * 2008-10-23 2011-11-02 上海天演建筑物移位工程有限公司 Construction method for lower section of underground tunnel
KR100926286B1 (en) 2009-03-18 2009-11-12 정광옥 Construction method for tunnel using perpendicular hall
KR100926501B1 (en) * 2009-05-08 2009-11-12 리건산업개발(주) Roof and shield tunneling construction method (rsm) and tunnel structure
KR100984883B1 (en) * 2009-05-22 2010-10-01 위성배 The construction method of shield tunneling
KR101156613B1 (en) * 2009-08-27 2012-06-15 비엔지건설(주) The Construction Method of Shield Tunneling for long distacne
KR101021867B1 (en) 2010-08-02 2011-03-17 홍익컨스텍(주) The front header for constructing non-excavation type tunnel structure
KR101170011B1 (en) 2011-03-30 2012-08-03 김진형 Construction apparatus for tunnel and construction method for tunnel using the same
KR20160022177A (en) 2014-08-19 2016-02-29 한국철도기술연구원 Tunnel excavation method for kerfing outer surface of tunnel for decreasing blasting vibration
KR20190028836A (en) 2017-09-11 2019-03-20 최희숙 Tunneling machine for non-open cut type tunnel pressing

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