KR100381669B1 - Head jacking shield tunneling apparatus and method - Google Patents

Abstract

The present invention relates to a tunnel excavation apparatus and a tunnel excavation method, which can construct a tunnel structure quickly and safely in the ground, which is a rock layer and a soil layer, and can construct various types of tunnel structures.

To this end, the tunnel excavation device and the tunnel excavation method according to the present invention are supported on a bracing reaction wall installed on one side wall of the vertical forward shaft vertically excavated to a certain depth from the ground, so that the tunnel structure is supported in the horizontal direction of the vertical forward shaft. Push-in propulsion means for applying a force to push, and is supported or pushed by the push-in propulsion means to secure the tunnel excavation space while being pushed into the ground in the horizontal direction of the vertical forward shaft, the earth and sand The tunnel pre-excavation means for advancing from the ground to the vertical reach shaft vertically excavated at a certain depth while excavating the rock; and continuously indented by the press-propulsion propulsion means into the tunnel excavation space excavated by the tunnel pre-excavation means. It consists of a number of tunnel structures to form.

Therefore, the tunnel drilling device and the tunnel drilling method according to the present invention can be constructed regardless of the soil layer or rock layer at the location to be constructed.

That is, the tunnel can be continuously formed regardless of the tunnel length and the structure of the strata, and various types of tunnel structures can be constructed in the ground.

Description

Tunnel Excavator and Tunnel Excavation Method {Head jacking shield tunneling apparatus and method}

The present invention relates to a tunnel excavation device and a tunnel excavation device according to the present invention, and more particularly, a tunnel excavation device capable of constructing a tunnel structure quickly and safely in the ground regardless of a rock layer and a soil layer, and constructing various types of tunnel structures. And according to the tunnel excavation method.

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

Representative tunnel structure construction method is to open the tunnel structure by completely attaching the ground where tunnel structure such as underpass and tunnel are to be constructed, and then open trench construction method to construct the tunnel structure by covering the soil stuck on it. (Open Trench Method; OTM) and the non-attachment using the Shield Tunneling Machine without attaching the land to the construction site to form a tunnel, and then the tunnel structure is formed in the formed tunnel. There is a Tunneling Boring Method (TBM). In addition, there is a pipe roof method for constructing tunnels under the road or railway rails and constructing underground structures under the upper ground using pipes.

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

This tunnel boring method is mainly used in urban areas and rock layers, which are ground construction structures (roads and buildings, etc.), underground construction structures (sewerage and gas pipes, etc.) and ground traffic flows. This is because tunnels can be constructed with minimal impact.

However, the open trench method and the tunnel boring method have problems in tunnel construction as follows.

First, in the open trench method, construction is performed after the soil layer is opened for construction of the underground structure, which is restricted by the construction site of the ground and interferes with the traffic flow on the ground.

In addition, the tunnel boring method is mainly constructed by attaching a tunnel to a rock layer. Since most tunnel boring machines have a structure capable of constructing only a circular tunnel structure or an arcuate tunnel structure, a circular tunnel structure or an elliptical tunnel structure is used. In order to construct a rectangular tunnel structure rather than a rectangular structure, it is necessary to construct a circular or elliptical tunnel with a diameter larger than the diameter of the tunnel structure, or use an open trench method or a pipe loop method. There is an increasing problem.

In order to solve this problem, the applicant of the present application in the patents 99-15875 and 99-18904, in order to construct the tunnel structure non-adherent to the ground, in the technique to continuously push the tunnel structure into the underground tunnel It is known to form, but this prior art is applied only when the ground to be constructed in the tunnel is a soft ground such as soil layer, and if the rock formation such as ultra-hard rock is in the ground during the tunnel construction, There is a difficult problem.

Accordingly, an object of the present invention is to provide a tunnel excavation apparatus and an excavation method that can construct a tunnel structure irrespective of soil layers and rock layers in the process of constructing a tunnel structure underground.

Therefore, the present invention, in order to achieve the above object, the support structure is supported on the bracing reaction force wall 10 installed on the lower side wall of the vertical forward shaft 101 vertically excavated to a certain depth in the ground (100) vertical forward shaft ( A press-fitting propulsion means (11 to 13) for applying a force to push the ground in the horizontal direction of the 101 and the tunnel while being supported or pushed by the push-in pushing means and pushed into the ground in the horizontal direction of the vertical forward shaft (101) Tunnel pre-excavation means (30 to 94) to secure the excavation space, advancing the tunnel excavation space to the vertical reach shaft 102 vertical excavated to a constant depth from the ground (100) while excavating the soil and rock It consists of a plurality of tunnel structures 20 which are continuously pressed into the tunnel drilling space excavated by the excavating means to form a tunnel.

Here, the tunnel pre-excavation means is installed on the tip of the tunnel structure 20 pushed by the push-in propulsion means to be pushed into the underground and the line propulsion frame 30 to form a tunnel excavation space, and the pre-propulsion frame 30 And a line propulsion hydraulic cylinder 33 and a line propulsion frame 30 which are fixed to the inner wall surface of the rear end and operate in a state in which the drive shaft 34 is supported by the tunnel structure 20 to push the line propulsion frame into the ground. Excavator 40 which is installed on the inner bottom surface of the tunnel excavation space formed by the linear propulsion frame 30 to excavate the soil or rock, and the inner periphery of the linear propulsion frame is installed on the inner wall surface of the linear propulsion frame 30 Rock boring machine 60 and a plurality of excavation holes formed by the rock boring machine 60 to form a plurality of excavation holes (B) in the rock layer shear surface (A) inside the tunnel excavation space while rotating in the transverse direction ( B. Shredding B) It is crushed by a hammer (82) and a hydraulic hammer (82) was transferred to the soil and the bedrock vertically move the gang 101 excavation by the excavator (40) comprises a conveying means for discharging to the outside.

In addition, the line propulsion frame 30 has a hollow pipe-shaped foam 32, a plurality of directional hydraulic cylinders 37 provided at the tip of the foam 32, and a drive shaft of the directional hydraulic cylinder 37 ( 38) is fixedly installed and consists of the tip shoe 31 which is pushed into the ground according to the operation of the drive shaft 38, the cross-sectional shape of the line propulsion frame 30 is circular, square, arched, It should be formed into a half arch shape.

And, the excavator 40 has two rows of 'c'-shaped rails 41-1 and 2 installed on the form inner bottom 32b of the line propulsion frame, and the' c 'shaped rails 41-1 and 2 mutually. The interlocking 'c'-shaped rails 42-1 and 2 are interdigitated with each other in the form of wedges in the transverse direction with the first support 43 and the first support 43 installed on the lower side of the first support 43. The second support 44 to move a predetermined distance left and right in the lateral direction of the first support 43, and the main body 45 is rotated 360 ° while being rotated 360 ° and installed on the upper end of the second support 44 And a link portion formed by continuously connecting a plurality of links 46-2 and 3 to a link 46-1 having one end fixed to the main body 45, and a plurality of links 46-1, 2 and 3; A plurality of hydraulic cylinders 46-1, 2, 3, and 4 connected to the respective shafts to drive the links 46-1, 2, and 3 by two axes by hydraulic pressure, and the end links 46-3 of the link portion. To form an excavation portion 48 for digging soil or rock It is broken.

In addition, the left and right moving hydraulic pressure cylinders 49 are fixed to the first support 43 and the drive shaft 50 is fixed to the bottom surface of the second support 44 by welding or the like. ) Actuates, the drive shaft 50 pushes the second support 44 to move a predetermined distance from side to side, and the 'c'-shaped guide rail 41- is provided in two rows on the form inner bottom 32b of the line propulsion frame. 1, 41-1) the inner and outer hydraulic cylinder 51 is fixed to the lower surface of the 'c' shaped guide rails (42-1, 42-2) of the first support 43 on the inner surface of the first support 43, such as welding When the hydraulic cylinder 51 for forward and backward operation is fixed by the method, the drive shaft 52 pushes the first support 43 to advance forward and backward.

The rock boring machine 60 includes a drill rod 62 having a drill bead 61 formed at one side thereof, a drill driver 63 fixing the other side of the drill rod 62, and rotating the drill rod 62 at high speed. , The hydraulic drive 64 for the drive shaft 65 is fixed to the drill drive unit 63 so that the drill bead 61 continues to be propelled into the rock by linearly moving the drill drive unit 63, and the drill rod The rod clamp 66 which fixes the left and right flow at the time of rotation of the 62 consists of the drill main body 67 installed in the lower end.

In addition, the drill body 67 is in contact with the rail surface 71 of the guide rails (70-1, 2) installed in two rows of H-beam steel in the same shape as the inner circumference of the line propulsion frame 30, the sliding contact surface 73 Sliding pin 73 having a) is installed on the top is mounted on the guide rails (70-1, 2).

In addition, the hydraulic cylinder 74 for sliding is installed at the upper end of the drill main body 67 so that the sliding pin 93 of the drill body slides along the rail surface 71 of the guide rail. The transverse rotation support bracket 76 supporting the drive shaft 75 is installed across the guide rails 70-1, 2 so as to be detachably attached to the fixing pin 77.

Further, horizontal guide rails 79-1 and 2 are further installed in the horizontal direction of the guide rails 70-1 and 2 by means of coupling means such as the fixing clamp 80, so that the drill body 67 is horizontal guide rails 79. -1,2) may be mounted.

These guide rails are installed by mutual coupling with jack clamps for reduction / expansion to facilitate installation and disassembly.

Then, the conveying means is the front propulsion in the tip shoe 31 of the front propulsion frame, that is, the front end surface (A) of the earth or rock layer to be excavated, the earth and sand hopper 90 installed at the lower end, and the inside of the earth and sand hopper 90 Soil and rock conveyed to the second stage conveyor (91,92) and the two-stage conveyor (91,92) and two stage conveyors installed so as to horizontally and inclinedly moved the sediment and rock flowing into the rear end of the form (32) of the frame The transport trolley rail 93 provided in two rows from the tunnel structure bottom surface 20a to the vertical advance shaft bottom 101a so as to transport the loaded truck trolley 94 and the transport trolley 94 to the vertical forward shaft 101. Is made of.

Tunnel excavation method using the tunnel drilling device is to vertically excavate the ground (100) to the tunnel to a predetermined depth to form a vertical forward shaft 101 and the reaching shaft 102, one side of the vertical forward shaft (101) Installing a support reaction wall 10 on the wall surface, installing a tunnel pre-excavation means inside the vertical forward shaft 101, and a ship installed on the propulsion frame of the tunnel pre-excavation means to be supported by the support reaction wall The hydraulic propulsion cylinder 33 is operated to press the line propulsion frame 30 first into the underground in the horizontal direction of the vertical forward shaft 101 to form a tunnel excavation space, and the line propulsion frame is press-fitted into the underground. When the tunnel structure 20 to be pressed into the tunnel drilling space is positioned inside the vertical forward shaft to support the hydraulic propulsion cylinder 33 for advance, and press the tunnel structure 20 to continuously press into the tunnel drilling space Installing the propulsion hydraulic cylinder (11) to be supported on the support reaction wall (10), excavation of the earth and sand inside the tunnel excavation space with an excavator installed in the line propulsion frame, and transported the excavated soil to the conveyor trolley Moving and discharging to the vertical forward shaft, and when all the soil inside the line propulsion frame 30 is excavated, the hydraulic propulsion cylinder 33 is restarted to push the line prop frame 30 to prevent the collapse of the soil. Forming a tunnel excavation space, and when the linear propulsion frame 30 is pushed while forming the tunnel excavation space, the pressurized propulsion hydraulic cylinder 11 installed in the vertical forward shaft 101 pushes the tunnel structure 20. The tunnel structure 20 is continuously formed in the ground by repeating the step of inserting the tunnel structure by the propulsion of the linear propulsion frame and the propulsion hydraulic cylinder 11 for the propulsion cylinder, and the linear propulsion frame 30 is excavated. When the ground properties change from the soil layer to the rock layer in the process of advancing, the rock boring machine 60 installed in the line propulsion frame is horizontally rotated and horizontally moved, and the rock borer 60 is horizontally rotated and horizontally moved. Forming a plurality of excavation holes in the rock bed through), and crushing the plurality of excavation holes with a hydraulic hammer or excavator, and the rock excavated in the crushing process through the conveyor (91,92) 94) to be transported to the vertical forward shaft 101 and discharged to the outside, and when the rock is all fractured, the hydraulic propulsion cylinder 33 is operated to push the linear propulsion frame 30, and the linear propulsion The tunnel structure is press-fitted into the underground with the hydraulic cylinder 11 for press-propulsion as far as the frame 30 is moved, and the excavation hole is formed by rock boring, and the tunnel excavation space on the rock is repeated. While continuously securing the tunnel structure by continuously indenting the rock formation comprises the step of forming the point, the earth excavation process and rock excavation process is repeated by repeating the line propulsion frame 30 in the vertical forward shaft A tunnel is formed while reaching up to 102.

1 is a longitudinal sectional view for explaining a tunnel drilling device according to the present invention.

2a, 2b is a partial longitudinal cross-sectional view for explaining the tunnel drilling device according to the present invention.

3 is a cross-sectional view in the <III-III '> direction of FIG. 1 for explaining the installation state of the hydraulic cylinder for linear propulsion of the tunnel drilling rig according to the present invention.

Figure 4 is a partial cross-sectional view cut in the direction <IV-IV '> of Figure 2 to illustrate the installation of rock boring means of the tunnel drilling apparatus according to the present invention.

5 is a cross-sectional view taken along the line <V-V '> of FIG.

6a, 6b are cross-sectional views in the <VI-VI '> direction of Figure 2 for explaining the rock boring means of the tunnel drilling apparatus according to the present invention.

7 is a view for explaining the excavator of the tunnel drilling machine according to the present invention.

8a, 8b, 8c is a view for explaining different types of excavators mounted on the excavator of the tunnel drilling apparatus according to the present invention.

9 to 13 are views for explaining the operation of the tunnel drilling rig according to the present invention.

■ Brief description of the main parts of the drawing ■

10: support reaction wall 11: press-fitting cylinder

12: drive shaft 13: drive shaft fixing bracket

20 tunnel structure 30 line propulsion frame

33: hydraulic cylinder for line propulsion 34: drive shaft

35: drive shaft fixing bracket 36: support steel

37: hydraulic cylinder for direction adjustment 38: drive shaft

40: Excavator 41-1,2, 42-1,2: Rail

43: first support 44: second support

45: main body 46-1,2,3: link

47-1,2,3,4 Hydraulic cylinder 48 Excavation part

49: hydraulic cylinder for lateral movement 50: drive shaft

51: hydraulic cylinder for forward and reverse 52: drive shaft

60: rock boring machine 61: drill bead

62: drill rod 63: drill drive unit

64: hydraulic cylinder for transfer 65: drive shaft

66: rod fixing clamp 67: drill body

70-1,2: guide rail 74: hydraulic cylinder for sliding

75: drive shaft 76: transverse rotation support bracket

77: fixing pin 78: jack clamp for reduction / enlargement

79-1,2: Horizontal guide rail 80: Horizontal guide rail fixing clamp

81: drill rod guide tube 82: hydraulic hammer

90: Tosa Hopper 91,92: Conveyor

93: carrier rail 94: carrier cart

100: ground 101: vertical forward

102: reach gang

Hereinafter, with reference to the accompanying drawings will be described in detail an embodiment of the tunnel drilling apparatus and the excavation method according to the present invention.

As shown in FIGS. 1 and 2a, 2b, the tunnel excavation device according to the present invention is a bracing reaction force wall installed on the lower side wall of the vertical forward shaft 101 vertically excavated to a certain depth in the ground (100) A plurality of indentation propulsion means (11 to 13) supported by (10), and is supported or pushed by the indentation propulsion means to secure the tunnel excavation space while being pushed into the ground in the horizontal direction of the vertical forward shaft 101, Push-in propulsion into tunnel excavation means (30 to 94) and tunnel excavation means excavated by the tunnel pre-excavation means, advancing the inside of the tunnel excavation space and excavating soil and rock to the vertical reach shaft vertically excavated from the ground. It consists of a tunnel structure 20 which is continuously indented by means to form a tunnel.

In more detail, the pressurizing propulsion means uses hydraulic pressure and is a pressurized propulsion hydraulic cylinder 11 supported by the support reaction wall 10, and the drive shaft 12 of the pressurized propulsion hydraulic cylinder is a tunnel structure ( 20) It is fixed to the rear end of the drive shaft fixing bracket 13 so that the pressurized propulsion hydraulic cylinder actuates the drive shaft by hydraulic pressure so that the tunnel structure 20 can be pushed continuously.

Then, the tip of the tunnel structure 20 press-fitted by the operation of the pressurized propulsion hydraulic cylinder 11 is excavated in the horizontal direction of the first vertical forward shaft 101, the tunnel structure 20 is a pressurized propulsion hydraulic cylinder ( 11) A line propulsion frame 30 is installed beforehand to be pushed into the ground to form a tunnel excavation space before being pressed by 11).

The line propulsion frame 30 is to secure the tunnel excavation space while preventing the collapse and subsidence of the ground while the horizontal advance in the vertical advance shaft 101, the form of a hollow pipe (pipe) form Comprising (32), the tip shoe 31 is installed for ease and convenience of cutting when excavating in a position spaced a predetermined distance from the tip of the foam (32).

Here, the cross-sectional shape of the line propulsion frame 30 has various shapes such as circular, arched, square, and half arched shapes according to the shape of the tunnel structure 20 to be formed, and thus the tunnel excavation space is circular, arched, half arched, and rectangular. By forming in advance to ensure that the tunnel structure 20 is a space that can be pressed into the ground by the pressurized propulsion hydraulic cylinder (11) in advance.

In addition, the inner cylinder 32a of the foam is a means for forward propulsion of the entire front propulsion frame 30, which consists of the tip shoe 31 and the foam 32, into the underground. It is fused and installed in the foam inner wall 32a of at least four parts as shown in FIG.

Here, the linear propulsion hydraulic cylinder 33 is provided with a band-shaped support steel 36 at the tip of the tunnel structure 20, and the drive shaft 34 is fixed to the band-shaped support steel 36 by the drive shaft fixing bracket 35. When the hydraulic pressure is applied in a state in which the drive shaft 34 is supported, the entire propulsion frame 30 is linearly propagated into the underground.

Also, between the tip shoe 31 and the tip form 32, a means for preventing the tip direction 31 from being propelled by a thrusting element such as earth pressure or rock while the tip shoe 31 is pushed into the ground is provided. It is provided.

By such means, the direction adjustment hydraulic cylinder 37 which fixes the drive shaft 38 to the rear end of the tip shoe 31 at the same position as the installation position of the line propulsion hydraulic cylinder 33, and applies hydraulic pressure to the drive shaft 38 is provided. Is fixedly installed at the tip of the tip form 32 so as to operate separately from the hydraulic propulsion cylinder 33 for propulsion, the hydraulic cylinder 37 for direction adjustment is installed so as to push the tip shoe 31 into the ground.

Here, the directional hydraulic cylinder 37 is provided by the soil propagation state or the uneven hydraulic difference while the whole thrust frame 30 is pushed into the ground by the hydraulic cylinder 33 for the thrust. If the tip shoes 31 are not dug into the ground in the same way and the direction of the run is distorted, the direction adjustment hydraulic cylinder 37 is operated to drive the twisted end shoes 31 to keep the running direction of the tip shoes constant at all times. The installation direction of the tunnel is made constant.

The inside of the line propulsion frame 30 is provided with excavation means for excavating the soil or rock shear surface (A) in the tunnel excavation space.

An excavator 40 is used as an excavating means, and the excavator 40 has a 'c'-shaped rails 41-1 and 2 on the inner bottom surface 32b of the foam as shown in FIGS. 2a and 7. The first support 43 and the first support, which are installed in two rows on the lower surface of the 'c' shaped rails 42-1 and 2 interlocked with each other and the 'c' shaped rails 41-1 and 2 interlocked with each other. (43) The second support 44 and the second support 44, which are installed at the upper end to interlock with each other in the form of wedges in the transverse direction, and move a predetermined distance left and right in the transverse direction of the first support 43. A plurality of links 46-2 and 3 are continuously installed in the main body 45 which is installed at the upper end and rotates 360 ° and moves forward and backward and the link 46-1 having one end fixed to the main body 45. A plurality of hydraulic cylinders 46-1, which are connected to a plurality of links 46-1, 2, 3, respectively, to drive the links 46-1, 2, 3 two-axis by hydraulic pressure. 2, 3, 4 and the end link 46-3 of the link section. It is provided with an excavation portion 48 to excavate the soil or rock.

Here, the excavation portion 48 is a bucket 48a for discharging soil or rock, or Breca 48b for breaking a rock, a rock, as shown in FIGS. 8A, 8B, and 8C. By using a cutter load (48c) to be coupled to the link 46-3 of the link portion selectively according to the material of the shear surface (A), such as soil layer or rock layer.

In addition, as shown in FIG. 1, the left and right transfer hydraulic cylinders 49 for horizontal movement are fixed to the inner wall of the first support 43 by welding or the like, and the drive shaft 50 of the cylinder is supported by the second support 44. When the feed hydraulic cylinder 49 for horizontal movement is fixed to the lower surface of the lower surface, the drive shaft 50 pushes the second support 44 to move a predetermined distance from side to side, and the excavating main body moves from side to side within the line propulsion frame. do.

And, as shown in Figure 7, a method such as welding the hydraulic cylinder 51 for forward and backward on the inner surface of the 'c'-shaped guide rails (41-1, 41-1) installed in two rows on the inner bottom surface (32b) of the foam If the hydraulic cylinder 51 for forward and backward operation is fixed by mounting the drive shaft 52 of the cylinder to the lower surface of the 'c' shaped guide rails 42-1, 42-2 of the first support 43, The drive shaft 52 is moved forward and backward along the first support 43 along the guide rails 42-1 and 41-2.

And, apart from the excavating means, rock boring means for forming the excavation hole (B) in the rock layer is installed in the line propulsion frame (30).

As a rock boring means, a drift boring machine 60 is used, and the drift boring machine 60 includes a drill rod 62 having a drill bead 61 formed at one side thereof, as shown in FIGS. 4 and 5. In addition, the drill shaft 63 fixes the other side of the drill rod 62 and rotates the drill rod at high speed, and the drive shaft 65 is continuously driven to linearly move the drill driver 63 to the inside of the rock. A hydraulic hydraulic cylinder 64 fixed to the drill driving unit 63 is installed, and a rod clamp 66 for fixing left and right flows during rotation of the drill rod 62 includes a drill body 67 installed at a lower end thereof.

The drift boring machine 60, as shown in FIGS. 5 and 6a, two-row installation of the guide rails (70-1, 2) in an annular shape with the H-beam section in the same form as the inner circumference of the foam (31) In addition, a sliding pin 73 having a contact surface 73 sliding in contact with the rail surfaces 71 of the guide rails 70-1 and 2 is installed on the upper end of the drill body 67 to guide rails 70-1, 2) is mounted on.

And, as shown in FIG. 4, the drill body 67 is transverse to the drill body 67 such that the contact surface 73 of the sliding pins slides along the rail surface 71 of the guide rail and is rotated in the transverse direction. The hydraulic cylinder 74 for sliding, and the transverse rotation support bracket 76 supporting the drive shaft 75 of the cylinder is detachably installed by the fixing pin 77 across the guide rails 70-1, 2; do.

These guide rails (70-1, 2) are coupled to each other by the reduction / enlargement jack clamp 78 to facilitate installation and disassembly.

Therefore, the sliding hydraulic cylinder 74, the drive shaft 75 is supported on the lateral rotation support bracket 76 is moved while sliding along the guide rails by pushing the drill body 67 in the transverse direction by the hydraulic pressure.

In addition, when the drift boring machine 60 forms a plurality of excavation holes B in the rock while rotating in the transverse direction along the guide rails 70-1, 2, as shown in FIG. The drill rod 61 of the rod 62 is not pushed in the horizontal direction, but is pushed upward at a predetermined angle θ and over-cut while over-cutting to form an excavation hole. 81) is welded and installed.

That is, when the drill rod guide tube 81 is installed inside the tip shoe 31 and the drilling rod 62 is pushed upward at the angle θ, the drill rod 62 is formed by over-cutting the drilling hole. When boring holes (B) are formed while boring the rock in the horizontal direction, the tunnel structure 20 is press-fitted when the drilling holes have a downward slope while the excavation direction of the drill bead 61 is changed by rock quality and pressure of the rock. Since it is not propelled into the ground by the hydraulic cylinder 11 is to give the excavation margin of the excavation hole (B).

Here, it is preferable that the upward inclination (theta) of the excavation hole B formed by the drill rod guide tube 81 is about 5-7 degrees.

In addition, the drift boring machine 60 forms a plurality of excavation holes (B) in the rock layer shear surface (A) while rotating laterally inside the foam 32, and a plurality of excavations in the rock layer shear surface (A) stop portion When the ball B is to be formed, as shown in FIG. 6B, the horizontal guide rail 79 is installed by a coupling means such as a fixing clamp 80 in the horizontal direction of the guide rails 70-1 and 2. The drift boring machine moves on the horizontal guide rail to form a plurality of excavation holes in the rock layer shear surface (A).

In addition, the tunnel drilling apparatus according to the present invention is provided with a separate rock crushing means for crushing the rock by inserting the excavation hole (B) inside.

Here, a device such as a conventional hydraulic hammer 82 using pneumatic pressure or hydraulic pressure is used as the rock crushing means.

In addition, the tunnel drilling apparatus according to the present invention is provided with a transport means for discharging the excavated soil and rock to the outside.

As shown in FIG. 1, the conveying means includes the front end surface A of the tip shoe 31, that is, the front end surface A of the earth or rock layer to be excavated, the earth and sand hopper 90 installed at the bottom, and the earth and sand hopper 90 ) Installed inside the line propulsion frame 30 to the rear end position and conveyed to two stage conveyors (19,92) and two stage conveyors (19,92) installed in two stages to horizontally and inclinedly shift the introduced soil and rock. A transport trolley 94 on which soil and rocks are loaded, and a transport trolley rail 93 installed in two rows from the bottom of the tunnel structure 20a to the vertical advance shaft bottom 101a to transport the transport trolley to the vertical forward shaft 101. It is done.

Therefore, the soil and rock excavated by the excavator 40 are loaded on the conveyors 91 and 92 via the soil hopper 90 and are loaded onto the transport trolley 94 and discharged to the vertical forward shaft 101.

Then, the carriage trolley 94 is discharged from the vertical forward shaft 101 to the outside of the vertical forward shaft through means such as crane.

The tunnel excavation by the tunnel excavation device according to the present invention having such a configuration will be described.

First, referring to FIG. 9, vertical ground excavation is performed to vertically drill the ground 100 to construct a tunnel at a predetermined depth to form a vertical forward shaft 101 and a vertical reach shaft 102, and to support one side wall of the vertical forward shaft. Install the reaction wall (10).

Then, the tunnel excavation device according to the present invention is installed in the vertical forward shaft 101, and the drive shaft 34 of the linear propulsion hydraulic cylinder 33 is operated in a state supported by the support reaction force wall 10, and the linear propulsion frame The tip shoe 31 of 30 is first pressed in the horizontal direction with respect to the vertical forward shaft 101.

When the tip shoe 31 is pressed into the ground and moved for a predetermined distance, as shown in FIG. 10, a support spacer 95 for supporting the drive shaft 34 of the hydraulic cylinder for linear propulsion is installed and continuously press-fitted. When the propulsion frame 30 is fully pressurized into the underground, the support spacer 95 is dismantled, and then, as shown in FIGS. 11 and 12, the pressurized propulsion hydraulic cylinder 11 press-fits the tunnel structure 20. ) To be supported on the bracing reaction wall (10).

In this state, the tunnel structure 20 is positioned between the front end of the drive shaft 12 of the pressurized propulsion hydraulic cylinder 11 and the rear end of the sun propulsion frame 30, and the drive shaft 12 of the pressurized propulsion hydraulic jack cylinder is driven. Fix it with the fixing bracket (13).

In addition, the drive shaft 34 of the line propulsion hydraulic cylinder 33 is fixedly supported by a fixing bracket 35 on the support steel 36 installed at the tip of the tunnel structure 20.

In this state, the excavation of all the soil inside the line propulsion frame 30 through the excavator 40, the excavated soil is transported through the conveyor (91,92) while being loaded on the carriage carriage 94, the vertical forward shaft 101 It is transferred to) and discharged to the outside.

Then, the line propulsion hydraulic cylinder 33 installed in the line propulsion frame 30 is restarted to push the line propulsion frame 30 into the ground by the driving distance of the drive shaft 34 to prevent the collapse of soil and to build a tunnel construction space. Secured, the pressurized propulsion hydraulic cylinder 11 installed in the vertical forward shaft 101 pushes the tunnel structure 20 into the ground by the distance the line propulsion frame 30 is advanced.

At this time, the excavation portion 48 of the excavator 40 excavates the earth and sand inside the line thrust frame 30 using a bucket (48a), the excavated soil is conveyed through the conveyor (91,92) The vehicle is loaded onto the transport trolley 94 and discharged outside the vertical forward shaft 101.

In this manner, the line propulsion frame 30 is first excavated into the underground by the line propulsion hydraulic cylinder 33, and the tunnel structure 20 is press-fitted by the press-fitting propulsion hydraulic cylinder 11 by the excavated distance, and excavated. The excavation space excavation in the line propulsion frame 30 is excavated with an excavator 40, and the tunnel structure 20 is continuously formed while discharging to the outside of the vertical forward shaft 101 through the conveyors 91 and 92. To form a tunnel structure at a distance.

In addition, when the property of the ground changes from the soil layer to the rock layer in the process of drilling the line propulsion frame 30, the rock boring machine 60 is operated.

First, referring to FIGS. 4 and 5, the other side of the drill rod 62 having one side fixed to the drill drive unit 63 into the drill rod guide tube 81 of the tip shoe 31 is pushed into the rock and the drill rod. The drill bead 61 is in contact with each other.

In this state, when the drill drive unit 63 rotates, the drill bead 61 excavates the rock to form an excavation hole B. The drill drive unit 63 linearly moves by the hydraulic cylinder 64 for transporting the drill drive unit. The drill rod 61 is continuously pushed into the rock to form an excavation hole having a predetermined length.

When the excavation hole is formed, the drill driving unit 63 moves in the reverse direction to remove the drill rod 61 from the excavation hole B. At the same time, the sliding hydraulic cylinder 74 is driven to drive the drill body 67 to the guide rail 70. Sliding a certain distance along -1,2).

In this state, as shown in FIG. 6A, the drill body 67 continuously slides the drill body 67 to continuously form the excavation hole B along the inner circumference of the tip shoe 31.

And, in order to form the excavation hole (B) in the rock layer front end surface (A) of the drive shaft 75 of the sliding hydraulic cylinder (74) or more the driving distance of the lateral support fixing bracket fixed to the guide rails (70-1, 2) After loosening the fixing pin 77 of 76 and sliding the drill body 67 by a predetermined distance, the fixing pin 77 is fixed to the lateral support fixing bracket 76 again to form a plurality of excavation holes continuously.

At this time, the excavation hole (B) is excavated in an upward direction with an inclination of about 5 to 7 ° to the excavation direction of the tip shoe 31.

Then, when a plurality of excavation holes (B) are formed along the inner circumference of the tip shoe 31, the excavation holes are crushed by pneumatic hammers 82 or the like that fracture the rock by air pressure in the excavation holes, and the link portion of the excavator ( The Breca 48b or the cutter loader 48c is attached to 48 to finish the rock layer shear surface A.

Then, the excavated rock is introduced into the earth and sand hopper 90 and is loaded onto the transport trolley 94 through the conveyors 91 and 92 and discharged outside the vertical forward shaft 101.

And, as shown in Figure 6b, when the diameter of the tunnel is a large diameter, the horizontal guide rails (79-1, 2) in the horizontal direction to the guide rails (70-1, 2) is installed as a fixed clamp 80 And, through the rock boring machine 60 to form a plurality of drilling holes (B) in the horizontal direction on the rock layer shear surface (A).

Thus, when all the rocks are broken, the linear propulsion hydraulic cylinder 33 is operated to push the linear propulsion frame 30 by the distance excavated by the excavation hole.

Then, the pressurized propulsion hydraulic cylinder 11 continuously presses the new tunnel structure into the ground by the distance traveled by the line propulsion frame 30, and again forms the excavation hole by the drill rod 62. Repeatedly secure the tunnel excavation space in the rock, and continue to press the tunnel structure to form the end of the rock layer.

Then, the tunnel excavation process thereafter repeats the soil excavation process and the rock excavation process, as shown in FIG. 13, so that the line propulsion frame 30 reaches the reaching forward shaft 102 to form a tunnel. Done.

As described above, the tunnel excavation device and the tunnel excavation method according to the present invention can be constructed irrespective of the soil layer or the rock layer at the position to be constructed.

That is, the tunnel can be continuously formed regardless of the tunnel length and the structure of the strata, and various types of tunnel structures can be constructed in the ground.

Claims (14)

As a tunnel rig that can be used to construct tunnel structures regardless of soil and rock layers, It is supported by the support reaction wall 10 installed on the lower one side wall of the vertical forward shaft 101 vertically excavated to a certain depth on the ground 100 to push the tunnel structure into the ground in the horizontal direction of the vertical forward shaft 101. Indentation propulsion means (11 to 13) for exerting a force so as to exert force; The tunnel excavation space is first installed in the tip of the tunnel structure 20 that is pushed by the press-propelled propulsion means and is pushed into the underground to the vertical reach shaft 102 vertically excavated to a predetermined depth from the ground 100. A line propulsion frame 30 to form; The line propulsion is fixed to the rear inner wall surface of the line propulsion frame 30 and operates while the drive shaft 34 is supported in the tunnel structure pressurized by the press-propelling propulsion means to push the line propulsion frame into the underground. A hydraulic cylinder 33; An excavator (40) installed on an inner bottom of the line propulsion frame (30) to excavate soil or rock in the tunnel excavation space formed by the line propulsion frame (30); The rock is installed on the inner wall surface of the line propulsion frame 30 to form a plurality of excavation holes (B) in the rock layer shearing surface (A) inside the tunnel excavation space while rotating in the transverse direction along the inner circumference of the line propulsion frame Boring machine 60; A hydraulic hammer (82) for crushing the plurality of excavation holes (B) formed by the rock boring machine (60); Transfer means for crushing by the hydraulic hammer (82) and transferring the soil and rock excavated by the excavator (40) to the vertical forward shaft (101); The tunnel 40 is made up of a plurality of tunnel structures 20 which are continuously pressed into the tunnel excavation space excavated by the excavator 40, the rock boring machine 60 and the hydraulic hammer 82 to form a tunnel. Tunnel Excavator. delete The method according to claim 1, The line propulsion frame 30 has a form 32 in the form of a hollow pipe; A plurality of directional hydraulic cylinders 37 installed at the front end of the foam 32; Tunnel excavation device, characterized in that the drive shaft 38 of the directional hydraulic cylinder (37) is fixedly installed to be propelled into the ground in accordance with the operation of the drive shaft (38). The method according to claim 1 or 3, Cross-sectional shape of the line propulsion frame 30 is a tunnel excavation device, characterized in that formed in a circular, square, arched, half-arch shape according to the shape of the tunnel structure. The method according to claim 1, The excavator 40 has two rows of 'c'-shaped rails 41-1 and 2 installed on the form inner bottom 32b of the line propulsion frame, and is mutually connected to the' c'-shaped rails 41-1 and 2. A first support 43 having two rows of interlocking 'c'-shaped rails 42-1 and 2 installed on the bottom surface thereof; A second support 44 installed at an upper end of the first support 43 so as to interlock with the first support in a transverse direction in a wedge shape, and moving left and right by a predetermined distance in the horizontal direction of the first support 43; A main body 45 installed at an upper end of the second support 44 and rotating 360 ° and moving left and right and backward; A link portion formed by continuously connecting a plurality of links 46-2 and 3 to a link 46-1 having one end fixed to the main body 45; A plurality of hydraulic cylinders 46-1, 2, 3, 4 connected to the plurality of links 46-1, 2, 3, respectively, to drive the links 46-1, 2, 3 two-axis by hydraulic pressure; Wow; Tunnel excavation device, characterized in that the excavation portion 48 is installed in the end link (46-3) of the link portion to excavate soil or rock. The method according to claim 5, In the first support 43, a drive shaft 50 is fixed to the lower surface of the second support 44, the left and right transfer hydraulic cylinder 49 is fixedly installed by welding or the like, so that the left and right transfer hydraulic cylinder ( 49) is operated, the tunnel drilling device, characterized in that the drive shaft (50) by pushing the second support (44) to move a predetermined interval from side to side. The method according to claim 5, On the inner surface of the 'c' shaped guide rails 41-1 and 41-1, which are installed in two rows on the foam inner bottom surface 32b of the line propulsion frame, a driving shaft 52 has a 'c' shaped guide of the first support 43. When the forward and backward hydraulic cylinder 51 fixed to the lower surface of the rails 42-1 and 42-2 is fixedly installed by welding or the like, and the forward and backward hydraulic cylinder 51 is operated, the drive shaft 52 is Tunnel excavation device characterized in that the first support 43 to push forward and backward. The method according to claim 1, The rock boring machine 60 includes a drill rod 62 having a drill bead 61 formed at one side thereof; A drill driving unit 63 fixing the other side of the drill rod 62 and rotating the drill rod 62 at high speed; The hydraulic drive 64 for the drive shaft 65 is fixed to the drill drive unit 63 so that the drill bead 61 continues to be propelled into the rock by linearly moving the drill drive unit 63. Tunnel excavation device, characterized in that consisting of a drill body 67 is installed at the bottom of the rod clamp 66 to fix the left and right flow during the rotation of the drill rod (62). The method according to claim 8, The drill body 67 is in contact with the rail surface 71 of the guide rails (70-1, 2) installed in two rows of H-beam steel in the same shape as the inner circumference of the line propulsion frame (30) 73 Tunnel excavation device characterized in that the sliding pin (73) having a) is mounted on the guide rail (70-1,2). The method according to claim 9, A hydraulic cylinder 74 for sliding is installed at the upper end of the drill body 67 so that the sliding pin 93 of the drill body slides along the rail surface 71 of the guide rail. Tunnel excavation device, characterized in that the transverse rotation support bracket (76) for supporting the drive shaft (75) of the sliding hydraulic cylinder is installed to be removable with a fixing pin (77) across the guide rail (70-1, 2). The method according to claim 9 or 10, In the horizontal direction of the guide rails (70-1, 2), the horizontal guide rails (79-1, 2) are further installed by coupling means such as the fixed clamp (80), so that the drill body (67) is the horizontal guide rail ( Tunnel rig characterized in that it is mounted on 79-1,2). The method according to claim 9, The guide rails are tunnel excavation device characterized in that the installation is coupled to each other by a reduction / expansion jack clamp for easy installation and disassembly. The method according to claim 1, The conveying means is a front end shoe (31) of the front propulsion frame, that is, the earth surface hopper (90) of the front end surface (A), the bottom of the soil layer or rock layer to be excavated; A conveyor (91,92) installed in two stages to horizontally and inclinedly move the infiltrated soil and rock, which are installed to the rear end position of the form 32 of the line propulsion frame within the soil hopper 90; A transport trolley 94 on which the soil and rock transferred to the two-stage conveyors 91 and 92 are loaded; Tunnel excavation, characterized in that it consists of a transport trolley rail 93 installed in two rows from the tunnel structure bottom surface 20a to the vertical forward shaft bottom 101a so as to transport the transport cart 94 to the vertical forward shaft 101. Device. A vertical excavation shaft 101 and a reaching shaft 102 are formed by vertical excavation of the ground 100 to be installed in a tunnel at a predetermined depth, and a supporting reaction force wall 10 is formed on one side wall of the vertical advance shaft 101. Installing; Installing tunnel excavation means in the vertical forward shaft (101); Installed in the line propulsion frame of the tunnel excavating means to operate the line propulsion hydraulic cylinder 33 supported on the support reaction wall, the line propulsion frame 30 first underground in the horizontal direction of the vertical forward shaft 101 Pressing to form a tunnel building space; Placing the tunnel structure (20) to be press-fitted into the tunnel excavation space when the line propulsion frame is press-fitted into the underground; Installing the hydraulic propulsion cylinder for press propulsion to be supported by the support reaction wall (10) so as to continuously press the tunnel structure (20) into the tunnel excavation space; The earth and sand inside the tunnel excavation space is excavated by an excavator 40 installed in the line propulsion frame 30, and the excavated earth and sand are transported to the conveyors 91 and 92 and loaded on the transport trolley 94 to the vertical forward shaft ( Moving to discharge 101); When all the soil inside the line propulsion frame 30 is excavated, restarting the line propulsion hydraulic cylinder 33 to push the line prop frame 30 to prevent the collapse of the soil to form a tunnel construction space; ; Pushing the tunnel structure (20) by a pressurized propulsion hydraulic cylinder (11) installed in the vertical forward shaft (101) when the line propulsion frame (30) is pushed while forming the tunnel construction space; The tunnel structure 20 is continuously formed in the ground by repeating the line propulsion of the line propulsion frame 30 and the tunnel structure indentation process by the pressurized propulsion hydraulic cylinder 11, and the line propulsion frame 30. Translating and horizontally moving the rock boring machine (60) installed in the line propulsion frame (30) when the property of the ground changes from the soil layer to the rock layer in the course of drilling); Forming a plurality of excavation holes (B) in the rock layer shear surface (A) through the rock boring machine (60) which is horizontally rotated and horizontally moved; Crushing the plurality of drilling holes (B) with a hydraulic hammer (82) or the excavator (40); Loading the rock excavated in the crushing process into a transport trolley (94) through the conveyors (91,92) and discharging it to the vertical forward shaft (101) to discharge it to the outside; Pushing all the rock propulsion frames (30) to operate the ship propulsion hydraulic cylinder (33) when all the rocks are broken; A process of press-fitting the tunnel structure 20 into the ground by the push-in propulsion hydraulic cylinder 11 by the distance traveled by the line propulsion frame 30, and forming the excavation hole with the rock boring machine 60 Repeating the step of forming a tunnel drilling space in the rock while continuously indenting the tunnel structure to form a point to the end of the rock layer, Repeating the soil excavation process and rock excavation process to form a tunnel while reaching the line propulsion frame (30) from the vertical forward shaft to the reaching forward shaft (102).