KR20030045695A - Method for Digging a Tunnel - Google Patents

Method for Digging a Tunnel Download PDF

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Publication number
KR20030045695A
KR20030045695A KR1020030017303A KR20030017303A KR20030045695A KR 20030045695 A KR20030045695 A KR 20030045695A KR 1020030017303 A KR1020030017303 A KR 1020030017303A KR 20030017303 A KR20030017303 A KR 20030017303A KR 20030045695 A KR20030045695 A KR 20030045695A
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KR
South Korea
Prior art keywords
pipe
construction
base
excavation
tunnel excavation
Prior art date
Application number
KR1020030017303A
Other languages
Korean (ko)
Inventor
성 봉 위
Original Assignee
성 봉 위
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 성 봉 위 filed Critical 성 봉 위
Priority to KR1020030017303A priority Critical patent/KR20030045695A/en
Publication of KR20030045695A publication Critical patent/KR20030045695A/en
Priority claimed from CNB2004100062451A external-priority patent/CN100510320C/en

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Classifications

    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries

Abstract

The present invention comprises the steps of discharging a propulsion base and installing a guide line and a pressure jack in the propulsion base, constructing a pilot hole with a drill between the propulsion base and the reaching base, and expanding the pilot hole by a reamer. Repeating the process of forming the enlarged hole at least once, and placing the pipe to be buried on the guide line in the propulsion base and press-fitting the pipe to the reach base by the pressure jack. Towing is connected to the front end of the pipe by a connecting means for towing extending from the reaching base to pull in the direction of the reaching base, and at this time, the ground material such as earth and sand flowing into the pipe as the pipe is advanced to continue to remove out of the pipe It consists of steps.
Accordingly, the tunnel excavation construction can be performed with only a few reamers compared to the conventional HDD construction method, and the construction period is shorter and the curve construction is easier than the conventional indentation excavation construction method. Construction is possible by the tunnel excavation method of the present invention where the construction is impossible. Therefore, the tunnel excavation method according to the present invention has the advantages of the conventional method as it is, it is possible to precise construction even at a long distance, there is an advantage that the curve construction is easy.

Description

Tunnel Excavation Method {Method for Digging a Tunnel}

The present invention relates to a tunnel excavation method.

In the case of laying pipes underground, a number of tunnel excavation methods and drilling equipment have been used to form tunnels.

Recently, one of the frequently used methods is the pipe press-fitting method, which presses the pipe to be buried by using a pressure jack or the like in the back of the tunnel excavation direction, and uses the screw or other equipment to infiltrate the soil into the pipe. Excavation is carried out by removing the pipe. In order to implement this method, the excavation is to be carried out at the beginning of the tunnel and at the end of the tunnel to form a working area for the propulsion base and the reaching base, and equipment such as a guide line and a pressure jack is installed in the propulsion base.

This method is easy to install, and the work process is simple, but it is almost impossible to change the direction of travel during excavation, and it is difficult to precisely set the excavation direction such as the influence of eccentric force due to the operation of the screw used to discharge the soil. There are factors. For this reason, the pipe indentation excavation method is disadvantageous for long distance construction. In addition, the construction period is relatively long, and there was a disadvantage in that a curved tunnel cannot be formed.

Deformation methods applying the pipe indentation method for forming a curved tunnel have been studied. Among them, the H.J.S (Head Jacking Shield) method is used. This makes it possible to change the direction and to set the direction during the excavation by positioning the head attached to the position sensor at the tip of the pipe. Examples of construction by this method are shown in Figs. 1A to 1D. By default, H.J.S. The construction method is also a kind of pipe indentation excavation method, referring to the accompanying drawings in H.J.S. Along with the method, the pipe press-fitting excavation method is explained.

H.J.S. In order to press-fit the pipe by the method, as shown in FIG. 1A, after the pressure jack 10 is installed in the propulsion base 1, the head 20 is moved toward the reaching base 2 in the propulsion base 1. To the position. Thereafter, when the pressure jack 10 presses the head 20 as shown in FIG. 1B, soil and the like are pushed into the head, and the soil is pushed through the head and the pipe through various methods suitable for the size of the tunnel. Remove out. Then, as shown in FIG. 1C, when the head 20 is pushed into a predetermined position, the propulsion base 1 is positioned so that the pipe 30 to be embedded there is located behind the head 20 using a crane 70 or the like. ), And repeats the process of pushing the pressure jack 10 back to the rear of the pipe (30). Finally, as shown in FIG. 1D, when the pipe 30 to be embedded up to the reaching base 2 is penetrated, the head 20 is separated from the pipe and removed from the reaching base 2 using a crane or the like.

Where H.J.S. The difference from the general pipe indentation excavation method is the use of a special head which can change the direction of travel. That is, as shown in FIG. 2, the head 20 is divided into two parts, and both ends of the jacks 25 hydraulically actuated to the rear part 22 and the front part 21 are respectively fixed, so that the length of each hydraulic jack is fixed. By differently it is possible to incline the front of the head to some extent in the direction of travel. Excavation proceeds in the inclined direction of the head 20, thereby enabling the formation of a curved tunnel. Moreover, the position sensor 26 is attached to the head surface, and it is also possible to correct the direction while checking the position. However, unlike general indentation excavation method, but some degree of direction can be set, there are limitations in various curve construction, not only difficult to operate for the construction of the curve but also inferior in accuracy compared to H.D.D method which will be described later. In addition, there are still disadvantages of the long construction period and other pipe press digging methods.

As a method different from such pipe press-fitting excavation methods, a method is known which can freely perform curve formation during tunnel excavation and enable accurate construction even with a simple operation.

This method, commonly called the HDD (Horizontal directional Drill Method), is a method that presses the pipe to be buried in front of the tunnel formation direction, while the former method presses the pressure behind the pipe to be buried. That's the way.

According to the H.D.D method, excavation work is possible without forming a vertical work tool on the ground. 3A to 3C show the process by this process. After the pilot hole 3 is formed underground with the drill 41 by computer control as shown in FIG. 3A, the pilot hole 3 is opened by the reamer 42 as shown in FIG. 3B. Expansion by reamering, and pull the pipe 30 to be buried in the forward direction through the hole 4 in the expanded state to the appropriate size larger than the diameter of the pipe 30, as shown in Figure 3c Complete

Reamering is performed by rotation of the reamer 42 and the drill rod 44 connected thereto. In addition, since bentonite is supplied together with water through the wash rod 43 and injected from the reamer 42 toward the traveling direction, the excavation speed is remarkably increased due to thixotropy of bentonite gelled with high viscosity. It is increased and it is possible to prevent the collapse of the excavation wall.

Such H.D.D. Since the construction method first forms a pilot hole and then tunnels excavation along the correctly formed pilot hole, the operability and accuracy of the curved construction are excellent compared to other methods, and no separate work tool is required. There is no additional burden depending on the depth of the, and there is an advantage that can be precise construction by computer control system.

Basically, however, the diameter of the hole expanded by reamering must be larger than the diameter of the pipe to be buried so that the pipe can be pulled along the inside of the hole. For this purpose, the reamer larger in diameter until the diameter of the hole becomes larger than the diameter of the pipe There is a disadvantage in that several reamers must be performed while continuously replacing. Furthermore, in the case of soft ground, in order to bury the pipes, reaming is required more times than in the general ground, and in the sand or gravel layer, the prevention of wall collapse by bentonite, etc. is not guaranteed, so H.D.D. There was a disadvantage that construction by itself is impossible.

In order to combine the advantages of the two methods described above, and to solve the problems, the present invention is capable of precise construction even at a long distance, freely set the excavation direction, can be installed in soft ground, sand, gravel layer, but also a small number of reamers Pipes can be buried only with a ring, and the purpose is to provide a tunnel excavation method with a short construction period.

1A to 1D are examples of a press-fitting excavation method, which is one of the conventional tunnel excavation methods, and illustrates a tunnel excavation process according to the H.J.S method.

2 is a view showing a head portion used in the H.J.S method which is one of the conventional tunnel excavation method,

3a to 3c is a view showing a tunnel excavation process according to the H.D.D method, which is one of the conventional tunnel excavation method,

4a to 4c is a view showing an embodiment of a tunnel excavation method according to the present invention,

5 is a perspective view showing a connection state of the guide pipe and the pipe used in the tunnel excavation method according to the present invention.

<Description of Major Codes in Drawings>

1: Propulsion base 2: Reach base

3: pilot hole 4: expanded hole

10: pressure jack 20: head

30: buried pipe 31: connecting line

41: drill 42: reamer

44: drill rod 51: guide pipe

60: guideline 70: crane

In order to achieve the above object, the present invention has a combination of the above-described pipe indentation excavation method and H.D.D method.

That is, the present invention comprises the steps of discharging a propulsion base and installing a guide line and a pressure jack in the propulsion base, constructing a pilot hole with a drill between the propulsion base and the reaching base, and reamering the pilot hole. Repeating the process of forming the expanded hole by at least one or more times, placing the pipe to be embedded on the guide line in the propulsion base, and injecting the pipe into the reach base by the pressure jack. At the same time, the front end of the pipe is connected to the towing connecting means extending from the reach base to draw in the direction of the reach base, wherein the ground material such as earth and sand flowing into the pipe as the pipe is advanced continues out of the pipe It consists of the steps to remove. Furthermore, at least one guide pipe having a sharp front and a diameter smaller than that of the pipe is connected between the tip of the pipe and the towing connecting means to facilitate the progression in the expanded hole of the pipe. The connecting means for towing may consist of a drill rod and a reamer.

Hereinafter, with reference to the drawings showing an embodiment of the present invention will be described in more detail the configuration and operation of the device according to the present invention. The invention is not limited by the accompanying drawings and the description thereof.

4a to 4c illustrate a process according to one embodiment of the tunnel excavation method of the present invention.

4A shows a state in which the pilot hole 3 is formed by the drill 41 after the excavation of the propulsion base 1 is performed to implement the excavation method according to the present invention. In the figure, an arrival base having a work tool perpendicular to the ground is shown, but such a vertical work tool is not essential as a base for forming a pilot hole by a drill. In addition, in Figure 4a it can be seen that the guide line 60 and the pressure jack 10 for guiding the direction of the embedded pipe (to be described later, shown in Figure 4c) is installed in the propulsion base (1).

As the pressure jack 10, fixed and mobile hydraulic systems can be used. While the fixed pressure jack has a fixed position, in the case of a mobile hydraulic system, the movable forward pressure jack 10 can be detachably fixed by repositioning the movable forward pressure jack 10 at a fixed position of a fixed guide line, so that the pipe is moved forward. This is a device commonly used for small and medium sized tunnel excavation work as it can continuously press-fit the pipe simply by changing the jack position. 4A to 4C show a pressure jack 10 by such a mobile hydraulic system.

As in the conventional HDD method described above, when the pilot hole is formed as an accurate path to be excavated using a computer system or the like, expansion of the pilot hole 3 by the reamer 42 is performed as shown in FIG. 4B. .

The expansion by the reamer is similar to the conventional HDD method, but due to the characteristic configuration of the present invention combined with the pipe indentation step as described below, in the tunnel excavation method according to the present invention, the diameter of the hole 4 which is expanded is larger than the embedded pipe. Even if the construction is small, the number of reamers by the reamer 42 can be significantly reduced.

Figure 4c shows the key process of the tunnel excavation method according to the present invention.

That is, the tip of the pipe 30 to be embedded is connected to the reamer 42 connected to the drill rod 44 extending from the arrival base 2. In this case, as in the conventional HDD method, the connection portion 46 with the pipe following the reamer 42 may allow the pipe 30 to be independent from the rotation of the drill rod 44 and the reamer 42, that is, the drill rod. In spite of the rotation of the 44 and the reamer 42, it is preferred to be formed of a rotatable bearing connection 46 such that its rotational force is not transmitted to the pipe 30 that follows.

In addition, towing the pipe 30 buried in the direction of the arrival base (2) is the same as the conventional HDD method, but the guide installed in the propulsion base (1) in the same manner as the conventional press-fitting excavation method as shown Positioning the pipe 30 is buried on the line 60, the operation of pressing the pipe back in the advancing direction with the pressure jack 10 at the same time. In other words, the pipe is pulled by the H.D.D method and the pipe is pressed by the press-fitting excavation method simultaneously. In FIG. 4C, the pipe 30 to be continuously buried is positioned in the propulsion base 1 by using the crane 70, and the pipe 30 placed on the guide line 60 in the propulsion base 1 is rearward in the traveling direction. In the case of press-fitting by the pressure jack 10, it can be seen that the vehicle is pulled toward the reaching base in the forward direction. By repeating this process, when the pipe 30 penetrates to the arrival base 2, the tunnel excavation process is completed.

In addition to the drill rod 44 and the reamer 42 shown in the drawing, a high-strength cable or the like may be used as the connecting means for towing the pipe 30.

As shown in FIGS. 4C and 5, a long connecting plate 31 is connected to at least two points of the tip of the pipe 30 to connect the front end of the pipe 30 to the towing connecting means such as the reamer 42. Connect. The connecting plate 31 can be used by processing a high strength iron plate or the like into a suitable long shape. Each connecting plate 31 is connected together with a traction connecting means in front of the pipe tip. Therefore, as shown in FIGS. 4C and 5, the material is formed to allow the entry and exit of the material from between the connecting plates 31 into the pipe 30, so that the soil may be pulled out when the pipe 30 is pulled or pressed. It can be introduced into the pipe (30). In this way, even if the enlarged hole 4 is smaller than the diameter of the pipe 30, the soil and the like can be introduced into the pipe 30 to continue the pulling and indentation of the pipe 30, and the introduced soil Is removed externally from the pipe as in the conventional press-fitting method described above. The removal method may be appropriately selected depending on the size of the tunnel. In the case of a pipe having a small diameter, by inserting a screw device in the pipe it can be continuously discharged out of the pipe by the rotation of the screw, in the case of large-scale construction can be removed using equipment such as fork crane. The connection to the tip can be performed by a method such as welding.

In addition, FIG. 4C shows that the induction pipe 51 is connected between the leading end of the pipe and the connecting means for towing such as the reamer 42. This configuration is shown in more detail in FIG.

The role of the induction pipe 51 is to make the progress of the pipe easier. Induction pipe 51 is a tube formed in a pointed shape of the tip, it is easy to overcome the resistance of earth and sand to facilitate the traction and indentation of the pipe 30 connected behind the induction pipe 51. In particular, in the case of passing through a curved path, if the pipe 30 embedded in the direct traction connecting means is connected without the guide pipe, the front jaw of the pipe 30 is caught at a predetermined position in the hole to be bent. By discarding, a case may occur in which the pipe 30 is prevented from moving. Therefore, the guide pipe 51, which is smaller than the pipe 30, which has a sharp tip as shown in the figure, and is buried in front of the pipe, is towed and pulled to prevent such a phenomenon.

To this end, the front end of the induction pipe 51 is connected to the traction connecting means such as the reamer 42 using a high-strength material such as a steel pipe, and the rear side is connected to the pipe 30 by the connecting plate 31 described above. As described above, a predetermined space is formed between the induction pipe 51 and the pipe 30 connected by the connecting plate 31 to allow the earth and sand to flow therein.

Preferably, the diameter of the induction pipe 51 may be about 1/4 to 4/3 of the diameter of the pipe 30 to be embedded. In addition, when the diameter of the pipe to be embedded is quite large, the induction pipe 51 is connected to two or more induction pipes of different diameter so that the induction pipe 51 is gradually reduced in diameter forward from the pipe 30 is located It can also be used by consisting of several guide tubes. On the other hand, when the diameter of the embedded pipe 30 is relatively small, since the resistance generated by the locking of the pipe 30 will be less, it is possible to perform excavation construction without such an induction pipe 51.

By combining the HDD method and the indentation excavation method as described above to construct the tunnel excavation method according to the present invention, the construction period can be shortened compared to the conventional indentation excavation method and precise long distance construction can be enabled. Tunnel excavation construction can be possible with only a few reamers compared to the construction method, and construction by the tunnel excavation construction method of the present invention is possible even where the construction of the HDD construction method such as sand or gravel layer is impossible. Therefore, the tunnel excavation method according to the present invention has the advantages of the conventional method as it is, and enables accurate construction and easy curve construction even at a long distance.

While the invention has been shown and described in connection with preferred embodiments for illustrating the principles of the invention, the invention is not limited to the configuration and operation as such is shown and described. That is, those skilled in the art to which the present invention pertains will appreciate that many changes and modifications can be made to the present invention without departing from the spirit and scope of the appended claims. Accordingly, all such suitable changes and modifications and equivalents should be considered to be within the scope of the present invention.

Claims (3)

  1. Discharging the propulsion base and installing a guide line and a pressure jack in the propulsion base;
    Constructing a pilot hole with a drill between the propulsion base and the reach base;
    Repeating the process of expanding the pilot hole by a reamer to form the expanded hole at least one time;
    The pipe to be buried is placed on the guide line in the propulsion base to press the pipe in the direction of arrival base by the pressure jack, and the towing connecting means extending from the arrival base is connected to the front end of the pipe. And a ground material such as soil and sand, which is introduced into the pipe as the pipe moves forward, continuously removed from the pipe.
  2. The pipe of claim 1, wherein at least one guide pipe having a sharp tip and a diameter smaller than the pipe is connected between the tip of the pipe and the connecting means for towing. Tunnel excavation method characterized in that to facilitate.
  3. The tunnel excavating method according to claim 1 or 2, wherein the towing connecting means comprises a drill rod and a reamer.
KR1020030017303A 2003-03-20 2003-03-20 Method for Digging a Tunnel KR20030045695A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
KR1020030017303A KR20030045695A (en) 2003-03-20 2003-03-20 Method for Digging a Tunnel

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
KR1020030017303A KR20030045695A (en) 2003-03-20 2003-03-20 Method for Digging a Tunnel
KR20030085612A KR100514303B1 (en) 2003-03-20 2003-11-28 Method for Digging a Tunnel
CNB2004100062451A CN100510320C (en) 2003-03-20 2004-03-17 Tunneling method

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KR20030085612A KR100514303B1 (en) 2003-03-20 2003-11-28 Method for Digging a Tunnel

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102505945A (en) * 2011-12-29 2012-06-20 上海市机械施工有限公司 Construction method for enabling rectangular pipe jacking machine to enter into tunnel in existing building

Families Citing this family (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100781357B1 (en) * 2006-06-22 2007-11-30 주식회사 엔티에스이앤씨 It establishes the tunnel formation tunnel structure the maine pipe construction method
KR100790547B1 (en) * 2006-08-02 2008-01-02 (주)동양엠티 Method for constructing propulsion base for the construction method for propulsion steelpipe
KR100895881B1 (en) * 2007-07-18 2009-05-04 주식회사 엔티에스이앤씨 Underground tunnel formation infrastructure establishment method
KR100990430B1 (en) 2008-05-08 2010-10-29 박정규 Construction method for underground structure
KR101067218B1 (en) * 2009-07-09 2011-09-22 위정복 The Construction Method of laying Pipe Underground for Ultra soft Ground
CN101813214B (en) * 2010-04-29 2011-09-07 中国石油化工集团公司 Mounting and construction method of U-shaped tunnel pipelines
CN101963062B (en) * 2010-09-08 2012-02-29 广州市建筑机械施工有限公司 Construction method for tunnel waterproofing system
CN102168563B (en) * 2011-03-18 2012-12-05 同济大学 Static pressure jack-in method of pipe sheds or small ducts
KR101241082B1 (en) * 2012-09-12 2013-03-19 석정건설(주) Propulsion mithod of pipe for underground laying

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102505945A (en) * 2011-12-29 2012-06-20 上海市机械施工有限公司 Construction method for enabling rectangular pipe jacking machine to enter into tunnel in existing building

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Publication number Publication date
KR100514303B1 (en) 2005-09-13
KR20040082937A (en) 2004-09-30

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