KR200258497Y1 - A tunnel boring machine - Google Patents

Abstract

The object of the present invention is to provide a small diameter tunnel excavation apparatus and a small diameter tunnel excavation method suitable for installing a small diameter tunnel having a diameter of 1000 mmm or less regardless of rock layer or soil layer.

Therefore, the small-diameter tunnel drilling apparatus according to the present invention, in order to achieve the above object, in the small-diameter tunnel drilling apparatus for embedding a small tunnel structure in the ground, installed on the bottom surface of the advance shaft vertically excavated to a certain depth from the ground A fixed bed, a slide that slides on a fixed seat and a casing pipe is installed at the tip, and a casing pipe is fixed on the ground in the horizontal direction of the vertical forward shaft sequentially while being fixed to the fixed seat to move the slide forward and backward. Press propulsion means for repeatedly pushing until reaching a vertically excavated reach shaft at depth, pre-propulsion means installed at the tip of the casing pipe and supported or pushed by the press propulsion means to secure a tunnel excavation space in the ground; Located at the center of the excavation shear plane inside the tunnel excavation space secured by the ship propulsion means The excavation shear surface is excavated by elevating the earth and rock and moving the excavation means forward and backward by interlocking with the advance and the backward of the slide, and lifting the excavation means so that the rotation excavation means is located eccentrically at the center of the excavation shear surface. It comprises a lifting means for over-cutting over the outer diameter of the casing pipe.

Description

Small-caliber tunnel drilling rig {A tunnel boring machine}

The present invention relates to a small-diameter tunnel drilling apparatus and a small-diameter tunnel drilling method, in particular, overcut the excavation shear surface larger than the diameter of the small-diameter tunnel structure so that the small-diameter tunnel structure is easily excavated into the ground regardless of the soil layer or rock layer It relates to a small diameter tunnel excavation device and a small diameter tunnel excavation method using the same.

In general, a small diameter tunnel refers to a small diameter tunnel having an inner diameter of 1000 mm or less, which is not only an external feature but also a reliable free space that can easily accommodate various conduits such as optical cables, telephone lines, and power lines, or gas and oil pipelines. It means space that can be.

Therefore, small-diameter tunnels are built to be buried in the ground, so they must be excellent in resistance to external loads (earth pressure), must accommodate pipes of various shapes and sizes smoothly, and have sufficient interlocking with other small-diameter tunnels. Or reinforced concrete fume pipe will be used.

In recent years, such small-caliber tunnels have exploded in urban infrastructure due to the progress of industrialization and urbanization, and residential areas in large cities have already saturated various underground deposits, and enforcement of road excavation due to traffic congestion has been strongly enforced. As a result, related expenses such as construction period and working hours have risen, so they are not buried underground, but are usually buried non-open.

Non-removable small-diameter tunnels usually form a vertical forward shaft and a vertical reach shaft at both ends of the tunnel embedding section to be buried, and a small-diameter tunnel excavator is installed in the underground direction from the vertical forward shaft to the vertical reach shaft. After the horizontal tunnel is first formed, the tunnel structure is pushed into the horizontal tunnel using a hydraulic propulsion device and buried.

Therefore, the present invention aims to provide a small diameter tunnel excavation apparatus and a small diameter tunnel excavation method suitable for installing a small diameter tunnel having a diameter of 1000 mmm or less regardless of a rock layer or a soil layer.

Therefore, the small-diameter tunnel drilling apparatus according to the present invention, in order to achieve the above object, in the small-diameter tunnel drilling apparatus for embedding a small tunnel structure in the ground, installed on the bottom surface of the advance shaft vertically excavated to a certain depth from the ground A fixed bed, a slide that slides on a fixed seat and a casing pipe is installed at the tip, and a casing pipe is fixed on the ground in the horizontal direction of the vertical forward shaft sequentially while being fixed to the fixed seat to move the slide forward and backward. Press propulsion means for repeatedly pushing until reaching a vertically excavated reach shaft at depth; a line propulsion means installed at the tip of the casing pipe and supported or pushed by the press propulsion means to secure a tunnel excavation space in the ground; Located in the center of the excavation shear plane inside the tunnel excavation space secured by the ship propulsion means. The excavation shear surface is excavated by elevating the earth and rock and moving the excavation means forward and backward by interlocking with the advance and the backward of the slide, and lifting the excavation means so that the rotation excavation means is located eccentrically at the center of the excavation shear surface. It comprises a lifting means for over-cutting over the outer diameter of the casing pipe.

1 is a view for explaining a small diameter tunnel excavation device according to the present invention.

Figure 2 is an enlarged view for explaining the front end of the small diameter tunnel excavation device according to the present invention.

Figure 3 is an enlarged view for explaining the rear end of the small diameter tunnel excavation device according to the present invention.

FIG. 4 is a cross-sectional view in the <IV-IV '> direction of FIG. 3. FIG.

FIG. 5 is a cross-sectional view in the <V-V '> direction of FIG. 3; FIG.

6 and 7 is a cross-sectional view for explaining the lifting means of a small diameter tunnel excavation device according to the present invention.

8, 9 is a longitudinal sectional view for explaining the lifting means of the small-diameter tunnel drilling apparatus according to the present invention.

Figure 10,11 is a longitudinal sectional view for explaining another lifting means of the small diameter tunnel excavation device according to the present invention.

12 is a view for explaining a tunnel excavation by a small diameter tunnel excavation device according to the present invention.

※ Explanation of code about main part of drawing ※

10: fixed bed 20: sliding parking

30: advance jack 40: line propulsion frame

50: Rod 56: Excavation Frame

58: drill bead device 60: air hammer

70: lifting jack 90: casing pipe

100,200: gang

Hereinafter, with reference to the accompanying drawings will be described in detail a preferred embodiment of a small diameter tunnel drilling apparatus and a small diameter tunnel drilling method using the same according to the present invention.

1 is a view for explaining a small diameter tunnel drilling device of the present invention, Figures 2 and 3 is an enlarged view. 4 is a cross-sectional view taken in the <IV-IV '> direction of FIG. 3, and FIG. 5 is a cross-sectional view taken in the <V-V'> direction of FIG. 3.

As shown, the small-diameter tunnel drilling apparatus of the present invention is fixed bed 10 installed on the bottom surface of the vertical forward shaft vertically excavated to a certain depth from the ground, and sliding on the fixed bed and casing pipe 90 at the tip When the runway 20, which is installed, is fixed to the fixed bed and reaches the vertical reach shaft vertically excavated with a constant depth from the ground in the horizontal direction of the vertical advance shaft while the casing pipe is sequentially moved forward and backward. Press-propulsion means to be repeatedly pushed to the end, the line propulsion means installed at the tip of the casing pipe and supported or pushed by the push-in propulsion means to secure the tunnel excavation space in the ground, and the tunnel excavation space secured by the line propulsion means Excavation means for excavating the internal shear surface soils and rocks and moving forward and backward in conjunction with the forward and backward movement of the slideway; By elevating means is configured to include the lifting means such that the drilling over the front end surface than the cutting diameter of the casing pipe by the drilling means.

More specifically, the fixed bed 10 is fixedly installed on the bottom surface of the forward shaft, and the first and second rails 12a and 12b for sliding movement of the slide 920 are installed.

In addition, between the first and second rails 12a and 12b, a brace reaction wall structure 80 for supporting the reaction force of the first and second forward jacks 30a and 30b, which are press-fitting propulsion means described later, is provided across the On the upper surfaces of the first and second rails, an auxiliary fixing pin 16 is inserted to fix the reaction wall structure so as to support the support reaction wall structure when the first and second forward jacks have a large reaction force.

Here, the bracing reaction wall structure 80 provided between the first and second rails is fixedly installed by the fixing pin 82 inserted into the pin insertion hole 14 formed in the first and second rails.

The slide 20 has a slide 22 which is formed at both ends of the first and second bent portions 23a and 23b and is mounted on the first and second rails 12a and 12b of the fixed bed to move forward and backward. It is installed vertically, the rotary reducer 62 of the rotary drilling means to be described later on one side and the hydraulic motor 64 of the elevating means is formed and the mounting table 28 on which the casing pipe 90 is placed, the slide table ( The first and second forward jacks 30a and 30b, which are press-fitting propulsion means, which are supported by the bracing reaction wall structure 80 and the rear end is fixed to the mounting table 28, are installed on the upper surface of 22.

The first and second bends 23a and 23b of the slide are provided with rotary rollers 24 which are in contact with the first and second rails to facilitate sliding movement of the slide. The casing pipe 90 is disposed on the slide. The winch (26) for quickly removing the rotary drilling means installed in the is installed.

Accordingly, when the first and second forward jacks 30a and 30b supported by the brace reaction wall structure 80 are operated, the slide 22 moves forward and backward on the first and second rails 12a and 12b. In connection with this, the mounting table 28 is moved while pushing the casing pipe 90 placed at its tip.

The linear propulsion means is installed at the distal end of the casing pipe 90 which is pushed by the first and second forward jacks 30a and 30b, which are press-fit propulsion means, and is pushed into the ground by the pressure input of the first and second forward jacks. It includes a line propulsion frame 40 that is pushed in to form a tunnel excavation space, and a direction adjustment jack 42 installed at the rear end of the line propulsion frame to adjust the propulsion direction of the line propulsion frame.

Here, the line propulsion frame 40 is to prevent the collapse of the soil when the tunnel excavation when the soil is soil layer, and to form a space for tunnel excavation, because the soil pressure is relatively lower than the rock layer soil soil soil layer The casing pipe is pushed into the ground by the pressing force of the pushing-in pushing means to form a tunnel space.

When the tunnel space is formed by the linear propulsion means, the earth and sand inside the tunnel space are excavated by the rotary excavation means described later.

Rotary excavation means is connected to the rotary reducer 62, the rod 50 rotates at high speed, the screw 52 for spirally formed in the outer periphery of the rod to transfer the excavated rock or soil to the vertical forward gang, and The excavation frame 56 installed inside the propulsion frame and the rear end is coupled to the rod and rotates in conjunction with the rotation of the rod, and is installed inside the excavation frame to perforate the rock of the excavation shear surface while rotating at high speed, It includes a drill bead device 58 for digging soil, and an air hammer (60) installed at the rear end of the drill bead device to strike and fracture the rock drilled by the drill bead.

Here, the rod 50 is configured in plural to be separated and coupled to each other, the end of the rod and the air hammer is connected to the end of the rod through the connector 54 coupled to the end and the air hammer, respectively.

Therefore, the rotary drilling means is the rod 50 is rotated when the linear propulsion frame 40 is ground propulsion by the first and second forward jacks (30a, 30b) to form a tunnel space, the inside of the tunnel space The excavation shear surface rock or earth and sand is excavated by the drill bead device 58 and the air hammer 60.

Then, the excavated rock or soil is transported out of the vertical forward shaft by the screw 52 of the rod.

Here, the drill comb of the drill comb device 58 may use a comb of various specifications, but in the present invention, a drill comb having a diameter larger than 1/2 diameter of the excavation shear surface is used, and the center of the excavation shear surface is used. Eccentrically positioned to either side.

6 to 9, the lift bead lifts the air hammer 60 so that the drill bead of the drill bead device 58 installed at the tip of the hammer is positioned outside the line propulsion frame 40 before the tunnel excavation. In order to over-cut the cross section, if the tunnel excavation shear surface is a rock layer is to be cut over the tunnel excavation shear surface by the drill bead.

To this end, the lifting means is installed on the bottom surface of the excavation frame 56, the jack drive shaft is composed of the lifting jack 70 installed in the lower portion of the air hammer 60.

In addition, the lifting jack 70 is connected to the hydraulic motor 64 and the hydraulic supply line 66 of the mounting table 28 to lift the air hammer 60 by hydraulic pressure.

That is, the lifting jack 70 is provided to the drill bead device 58 when the casing pipe 90 is press-propelled into the ground by the pressing force of the first and second forward jacks 30a and 30b when the excavation shear surface is a rock layer. When the excavation shear surface is excavated with a diameter equal to the diameter of the casing pipe, the drill bead because the linear thrust frame 40 is not propelled by the pushing force of the first and second forward jacks due to the rock formation and pressure of the rock. The device is positioned outside the line propulsion frame to overcut the excavation shear surface to allow room for excavation.

More specifically, since the drill bead of the drill bead device 58 has a diameter larger than 1/2 diameter of the excavation shear surface, and is eccentrically installed to one side from the center of the excavation shear surface, the air hammer 60 is elevated. When raised and lowered by the jack 70, the drill bead is positioned out of the excavation shear surface.

Thus, in this state, the drill bead rotates, and overcutting of the excavation shear surface made of rock becomes possible.

In addition, the stroke distance of the lifting jack 70 is such that the outer edge of the drill bead is located in the center of the drilling shear surface when the drill bead device 58 is elevated, so that when the drilling frame rotates 360 °, the drill bead is the entire surface of the drilling shear surface Make it possible to drill.

10 and 11 as another lifting means, the lifting block 72 is installed on the air hammer 60, and the movable block is installed to be engaged with the lifting block on the excavation frame 56, and the moving block is installed to be able to move forward and backward. 74 is provided and the drive jack 76 is attached to the rear end of a movable block, and is comprised.

That is, when the driving jack 76 pushes the movable block 74 forward, the lifting block rises on the movable block to push the air hammer 60 upward.

Tunnel excavation method by a small diameter tunnel excavation device according to the present invention having such a configuration is a cross-sectional view for explaining the lifting means of a small diameter tunnel drilling device 6 and 7 and Figures 8 and 9 in the longitudinal section and the present invention It will be described with reference to Figure 12 which is a view for explaining the tunnel excavation by a small diameter tunnel drilling apparatus according to.

First, the vertical forward shaft 100 and the vertical reach shaft 200, respectively, installed in the ground, and then, in order to install a small diameter tunnel drilling apparatus according to the present invention inside the vertical forward shaft, the first on the bottom surface of the vertical forward shaft And a fixed bed 10 to which the second rails 12a and 12b are coupled, and the slide table 22 is placed on the first and second rails.

Then, the support reaction wall structure 80 is installed across the first and second rails, the front propulsion frame 40 and the rotary excavation means are installed in front of the mounting table 28, and then the first and second forward jacks are installed. By sliding forward the slide 22 to 30a, 30b, the line propulsion frame is press-propelled for the first underground to secure the tunnel excavation space.

Then, the excavation shear surface of the tunnel excavation space formed by the line propulsion frame 40 is excavated through the drill bead device 58 and the air hammer 60, and when the tunnel excavation space is excavated, the first and second forward jacks ( 30a and 30b are reversed to retract the slide 22.

Then, a casing pipe 90, which is a tunnel structure, is inserted between the rear end of the line propulsion frame 40 pushed and pushed into the ground and the mounting table 28.

Then, the first and second forward jacks 30a and 30b are driven again to push-in the casing pipe 90 in which the slide table 22 is advanced.

Accordingly, the casing pipe 90 is press-fitted into the ground by the pressing force of the first and second forward jacks 30a and 30b, and the casing pipe 40 provided at the tip of the casing pipe is press-fitted into the casing pipe. It is supported and pushed back into the ground.

By repeating the above process, the casing pipe 90, which is a tunnel structure in the ground, is continuously press-propelled to the vertical arrival shaft.

If the ground is a rock layer during this process, the thrust frame 40 is not press-fitted by the pushing force of the first and second forward jacks 30a and 30b, so that the thrust frame 40 is not press-fitted; The drilling bead device 58, the air hammer 60, and the lifting jack 70, which are the excavating means, overcut the excavation surface of the tunnel excavation space.

The overcut operates the first and second forward jacks 30a and 30b to retract the slide 22, further engages the rod 50, and then pushes the slide 22 again to the tip of the line propulsion frame 40. The drill bead of the drill bead device 58 further protrudes, and in this state, the drill bead is rotated at a high speed to drill the rock of the excavation surface first.

More specifically, when the line propulsion frame 40 reaches the rock bed during the tunnel excavation, the first and second forward jacks are driven back to retract the slide 22, and the rod 50 and the rotation reducer 62 are rotated. Another rod is placed in between to engage the underground propulsion rod.

Then, the first and second forward jacks are driven again so that the tip of the drill bead device 58 comes into contact with the rock layer by the rod, and in this state, the drill bead device is operated so that the rock layer is drilled and the air hammer 60. To be excavated by

In this state, the lifting jack 70 is operated to continuously drill the rock by the drill bead while gradually raising the air hammer and the drill bead device.

Here, the lift distance of the air hammer 60 and the drill bead device 58 is the bottom outer periphery of the drill bead in the state that the drill bead is 1/2 diameter of the linear thrust frame and is eccentrically positioned at the center of the excavation shear surface. Until it is located in the center of the excavation shear surface.

Therefore, in this state, the outermost periphery of the drill bead is located outside the tip frame.

When the rod 50 is gradually rotated in this state, the entire excavation frame 56 rotates, and as the entire excavation frame rotates, the excavation shear surface is overcut by the drill bead.

Then, when the excavation shear surface is overcut, the elevating jack 70 is driven back to position the raised air hammer 60 and the drill bead 58 to their original positions, and the first and second forward jacks 30a and 30b. ), And the drill bead device and the air hammer are positioned inside the line propulsion frame so that the entire drilling frame 56 is reversed.

In this state, the casing pipe is mounted again between the rear end of the casing pipe 90 and the mounting table 28, and then the first and second forward jacks 30a and 30b are driven again to advance the slide 22. The casing pipe is press-fitted into the underground, and the line propulsion frame 40 supported by the casing pipe 90 to be press-fitted is overcut by the air hammer and the drill bead to press-protrude into the tunnel excavation space of the excavated rock.

By repeating such a method, the ground which is the rock layer is excavated, and the casing pipe is continuously installed to the vertical reach shaft 200.

As described above, the small-diameter tunnel drilling apparatus according to the present invention secures a tunnel excavation space in which the tunnel structure is installed by the linear propulsion means when the ground state is the soil layer, and the rotary excavation means when the ground state is the rock layer. And it is possible to install the small-diameter tunnel structure stably regardless of the rock layer or soil layer by securing the tunnel excavation space for the rock structure is over-cut by the lifting means to install the tunnel structure.

Claims (7)

In the small diameter tunnel excavation device for embedding a small tunnel structure in the ground, A fixed bed installed on the bottom surface of the forward shaft vertically excavated to a constant depth from the ground; A sliding vehicle slidingly moving on the fixed seat and having a casing pipe installed at a front end thereof; It is fixedly installed on the stationary seat and pushes the casing pipe repeatedly while reaching and reaching the reach shaft vertically excavated at a constant depth from the ground in the horizontal direction of the vertical forward shaft while moving forward and backward the slide. Means; Ship propulsion means installed at the tip of the casing pipe and supported or pushed by the press propulsion means to secure the tunnel excavation space in the ground; Rotational excavation means positioned in the center of the excavation shear surface secured by the linear propulsion means to excavate the soil and rock and move forward and backward in association with the advance and the reverse of the slide; A small diameter tunnel comprising elevating means for elevating the rotary digging means such that the rotary digging means is eccentrically positioned at the center of the excavating shear surface such that the digging shear surface is overcut beyond the outer diameter of the casing pipe when excavating Excavators. The method of claim 1, The fixed bed is provided with a first and a second rail for sliding the slide, and the first and the second rail is a small diameter tunnel excavation apparatus characterized in that the reaction wall structure for supporting the indentation pushing means is installed . The method of claim 1, The slide is formed on both ends of the first and second bent portion is mounted on the first and second rails of the fixed bed to move forward and backward and the push-in pushing means is installed on the upper surface; Small diameter tunnel excavation device is installed perpendicular to the upper surface of the slide, and formed as an installation mounting the rotary drilling means to one surface. The method of claim 1, The rotary drilling means includes a rod connected to the rotary reducer installed on the mounting table of the slide; A screw spirally formed at the outer circumference of the rod to transfer the excavated rock or soil to the vertical forward shaft; An excavation frame installed in the line propulsion frame and having a rear end coupled to the rod to rotate in conjunction with the rotation of the rod; A drill bead device installed inside the excavation frame to drill at a high speed while drilling a rock of an excavation shear surface or to excavate the soil of the excavation shear surface; Small diameter tunnel drilling apparatus is installed on the rear end of the drill bead device comprising an air hammer for hitting and crushing the rock perforated by the drill bead. The method of claim 4, wherein The drill bead of the drill bead device is formed with a diameter larger than 1/2 diameter of the excavation shear surface, small diameter tunnel excavation device, characterized in that located eccentrically in the center of the excavation shear surface. The method of claim 1, The elevating means is a small diameter tunnel excavation device, characterized in that one end is coupled to the air hammer of the rotary drilling means, the other end is coupled to the bottom surface of the rotary drilling means to lift the air hammer. The method of claim 1, The elevating means includes an elevating block coupled to an air hammer of the rotary drilling means; A movable block coupled to the excavation frame of the rotary drilling means in a forward and backward manner and engaged with the lifting block; And a driving jack coupled to the movable block to push the movable block so that the elevation block is elevated.