KR100558940B1 - Excavating apparatus and excavating method using the same - Google Patents

Abstract

The present invention relates to an underground excavation device and an excavation method using the same, which is supported by a bracing wall mounted on one wall of a vertical shaft excavated vertically to a certain depth from the ground so as to push the tubular structure into the ground in the horizontal direction of the vertical shaft. A press-fit propulsion means for applying a force, excavating means pushed into the ground in the horizontal direction by the press-propulsion propulsion means while excavating soil or rock, and a space excavated by the excavating means by the push-in propulsion means It consists of a plurality of tubular structures that are continuously indented to form a tunnel, wherein the excavating means includes a plurality of mesaplates and propulsion hydraulic jacks that extend or contract to accommodate the mesaplates and propel the mesorplates into the ground, respectively. Machined excavation work with cylindrical shield with connected reaction frame It is possible to construct high quality underground structures more economically.

Description

Excavating apparatus and excavating method using the same}             

1 is a view for explaining an example of the underground drilling method according to the prior art,

2a to 2e are views for explaining another example of the underground excavation method according to the prior art,

3 is a cross-sectional view showing a drilling apparatus used in Figures 2a to 2e,

Figure 4 is a cross-sectional view for explaining the underground excavation device and an excavation method using the same according to the present invention,

5 is a cross-sectional view taken along the line A-A of FIG.

6 is a cross-sectional view taken along the line B-B of FIG.

7 is a plan sectional view showing a state where the method plate used in the present invention is located on the side wall;

8 is a cross-sectional view taken along the line C-C of FIG.

<Description of Symbols for Major Parts of Drawings>

1: Method plate 7: Shield

8: bar 10: bracing wall

11: press-fitting hydraulic jack 12: drive shaft

13: fixing bracket 20: tubular structure

33: propulsion hydraulic jack 36: reaction frame

40: excavator 41: hydraulic jack for height adjustment

42a: Height adjusting hole 42b: Height adjusting pin

43: support 44: support frame

45: cross beam 92: conveyor

93: rail 94: carrier cart

95: brace spacer 100: ground

101: vertical shaft

The present invention relates to an underground excavation device and an excavation method using the same, and more specifically, the existing construction method that can be used to build excavation and primary lining at the same time, and can be variously applied according to the size or cross-sectional shape of the underground structure. The present invention relates to an underground excavation method and apparatus for maintaining the advantages of the present invention, which are more economical and can improve the quality of the finished structure by mechanizing the manual work.

In general, various excavation methods and apparatuses have been used to construct underground spatial structures such as electric power ports, communication ports, subways, water and sewage systems, underpasses, and various culverts.

For example, the underground excavation method according to the prior art shown in Figure 1 is a method of the method (Messer Shield) method, this method, by pressing a large steel pipe through a hydraulic jack (excavation), because the friction force around the shield is large Since the excavation cross section and the length of the excavation are limited, the steel plate of the mesoplate type is used in view of the fact that the contact pipe can be reduced by dividing the steel pipe into several pieces in the longitudinal direction. Thus, the narrow steel plate can be divided and arranged in parallel according to the excavation section, so that construction can be performed even when the excavation section is rectangular, circular, or horseshoe.

Referring to Figure 1 in more detail with respect to the method of the method, first of all basically completed the burrow of the vertical shaft, then to produce and install the winch tower for the dumping in the field, in order to level the horizontal steel floor steel Pour the floor concrete. After assembling the stiffeners 6 according to the shape of the tunnel to be excavated at the entrance of the horizontal shaft, a plurality of meserplates 1 are arranged in parallel to the outer circumference of the stiffeners 6. In case of excavation of horizontal shaft, upper ground reinforcement grouting is required if necessary to stabilize the membrane and minimize water treatment and settlement. Proceed through the meserplate (1) while installing the temporary support at regular intervals (60 ~ 80cm) in the section to be excavated, that is, the operator uses the hydraulic jack (5) one by one to make the membrane excavation surface. While intruding, they carry out excavation and proceed. At this time, excavation only by the interval between the stiff grounds (6), and as soon as excavated newly stabilized curtain surface using the support bar to stabilize the curtain (2), and then install a new stiff grounds here, one excavation process is completed do. In addition, when pushing the method plate 1, the excavation surface between the rigid supporter 6 is exposed in the rearward movement of the method plate 1, while supporting the portion with the earth plate 3, In particular, by inserting the wedge (4) to the bottom of the earth plate (3) as close as possible to the earth plate (3) to the excavation surface ground, so that the earth and sand load and earth pressure is evenly transmitted to the steel.

As such, the process of membrane excavation, earth plate installation and support construction is carried out continuously and repeatedly in these method plates in parallel to complete the excavation.

After the excavation is completed, the primary hole is poured to a thickness (15 to 20 cm) of the stiffener (6; for example, H-shaped steel). This primary replenishment fills the gaps in the stiffeners 6, which is preferably constructed as mortar filled holes. In addition, a cement milk grouting process may be applied to the back surface to ensure perfect filling of the cavity. After the first rehabilitation, the waterproofing method suitable for the site conditions should be selected and constructed for the structures that require waterproofing. After completion of waterproofing, reinforce the bottom reinforcement and pour the bottom concrete first, and then assemble the main structure by assembling the wall and the upper reinforcement.

In addition, Figures 2a to 2e and 3 is a view for explaining the tip propulsion method that is another method of the prior art, which is characterized in that the excavation can be carried out irrespective of the soil layer and the rock layer, this tip propulsion method The device used is supported by the support reaction wall 10 installed on one wall of the vertical shaft 101 excavated vertically to a certain depth on the ground 100 to force the tubular structure 20 into the ground in the horizontal direction. The pressurizing propulsion means and the push-in propulsion means are pushed into the ground in the horizontal direction to secure the excavation space and excavate the interior to the vertical reach shaft 102 excavated vertically to a certain depth from the ground (100). It consists of a linear drilling means for advancing, and a plurality of tubular structures 20 which are continuously pressed into the space excavated by the linear drilling means by the push-in propulsion pushing means to form a tunnel.

The press-fitting propulsion means includes a press-fitting hydraulic jack 11 supported on the bracing reaction wall 10, wherein the drive shaft 12 of the press-fitting hydraulic jack 11 is fixed to the rear end of the tubular structure 20 (13). It is fixedly installed.

In addition, the pre-excavation means is installed at the tip of the tubular structure 20 is pushed into the ground by the push-in propulsion means to form an excavation space 30 and the line propulsion frame 30 of the It is fixed to the rear inner wall surface and is operated in a state in which the drive shaft 34 is supported on the tubular structure 20, the propulsion hydraulic jack 33 for pushing the line propulsion frame 30 into the ground, the line propulsion frame 30 Excavator 40, which is installed on the inner bottom surface of the excavation space formed by the linear propulsion frame 30, is installed on the inner wall surface of the linear propulsion frame 30, the inner circumference of the linear propulsion frame 30 Rock boring machine (60) forming a plurality of excavation holes (B) in the shearing surface (A), which is a film drilling surface inside the excavation space while rotating in the transverse direction along the plurality of, formed by the rock boring machine (60) Hydraulic hammer 82 which breaks the excavation hole B, it breaks by this hydraulic hammer 82 It includes a transport means for transporting the ground and rock excavated with the excavated excavator 40 to the vertical shaft 101 to discharge to the outside.

Here, the line propulsion frame 30 is a hollow pipe-like steel pipe 32, a plurality of directional hydraulic jacks 37 provided at the tip of the steel pipe 32, and the directional hydraulic jack 37 The drive shaft 38 of the fixed is made of a tip shoe 31 to be propelled into the ground in accordance with the operation of the drive shaft 38. The cross-sectional shape of the line propulsion frame 30 may be formed in a circular, square, arched shape or the like according to the tunnel shape.

In addition, the conveying means is the soil hopper 90 installed at the lower end of the shear surface (A) to be excavated, and the rear end position of the steel pipe 32 of the line propulsion frame 30 in the soil hopper 90 Conveyors (91,92) installed in two stages to horizontally and inclinedly move the infiltrated soil and rock which have been introduced up to and including the transport trolley (94) loaded with the soil and rock transported by these conveyors (91,92). , The carriage trolley 94 comprises two rails 93 provided in two rows from the bottom of the tubular structure 20 to the bottom of the vertical shaft 101 so as to transport the carriage trolley to the vertical shaft 101.

To describe the tip propulsion method using such a device, to excavate vertically to a certain depth in the place where you want to construct a tunnel to form a vertical shaft 101 and a vertical reach shaft 102, the support on one wall of the vertical shaft 101 After the reaction wall 10 is installed, a preliminary drilling means is installed inside the vertical shaft 101, and the propulsion force is supported on the proping reaction wall 10 by being installed on the line propulsion frame 30 of the preliminary drilling means. The hydraulic jack 33 is operated to first press the line propulsion frame 30 into the ground in the horizontal direction to form an excavation space (see FIG. 2A).

When the line propulsion frame 30 is all press-fitted into the underground, the tubular structure 20 to be press-fitted into the excavation space to position the tubular structure 20 in the interior of the vertical shaft 101 to support the hydraulic jack 33 for propulsion, A press-fitting hydraulic jack 11 is installed to be supported by the support reaction wall 10 so as to continuously press the tubular structure 20 into the excavation space (see FIG. 2B).

The excavated soil or rock in the excavation space is excavated by the excavator 40 installed in the line propulsion frame 30 (see FIG. 2C), and the excavated soil or rock is transferred to the conveyors 91 and 92 to transport the trolley 94. It is loaded on and moved to the vertical shaft 101 to be discharged (see FIG. 2D). When all the soil or rock in the line propulsion frame 30 is excavated, the propulsion hydraulic jack 33 is reactivated to push the line propulsion frame 30 to form an excavation space while preventing the collapse of the excavation surface, and the vertical shaft ( A press-fitting hydraulic jack 11 installed at 101 pushes the tubular structure 20. This excavation process is repeated to form a tunnel while advancing the line propulsion frame 30 from the vertical shaft 101 to the reaching shaft 102 (see FIG. 2E).

However, in the method of the shield method, while installing the temporary construction site in the interval that the worker should be excavated at regular intervals, a plurality of mesaplates arranged on the outer periphery of the river site by using a hydraulic jack to intrude into the membrane drilling surface, and pushed forward, After the excavation, the first rehabilitation is constructed with mortar-filled holes, which makes the excavation work very cumbersome and makes workers tired easily due to labor-intensive manual work, which increases the construction time and requires more manpower. There was a problem.

In addition, since the tip propulsion method uses expensive parts or equipment, it takes a lot of money to manufacture, handle, use, and maintain the device, and cannot recycle it, while forming vertical reaching shafts. In the case of constructing underground structures in places that cannot be done, there was a big problem of burying expensive devices after completing the underground structures.

Therefore, the present invention has been made to solve the problems described above, but only to derive the advantages of the above-described methods, to simplify the excavation process and reduce the labor maneuver to form a high quality underground structure more quickly and economically It is an object of the present invention to provide an underground excavation device and an excavation method using the same.

In particular, it is an object of the present invention to solve a large problem of the method of the method by the method by making the gap between the excavation cross section and the outer diameter of the tubular structure small so that there is little ground subsidence.

In addition, the present invention can be applied to a variety of sizes and cross-sectional shape of the underground structure while being a simple structure that can be assembled and dismantled, while providing an underground excavation apparatus that can control the direction according to the linear and excavation method using the same Its purpose is to.

Hereinafter, with reference to the accompanying drawings will be described in detail with respect to the earth excavation device and the excavation method using the same, the same or similar parts in the drawings are denoted by the same reference numerals.

The underground excavation device according to the present invention, the press-propulsion propulsion means that is supported on the bracing reaction wall 10 is installed on one wall surface of the vertical shaft 101 excavated vertically to a predetermined depth largely in the ground (100) Excavation means which is pushed into the underground in the horizontal direction by the means and moves forward while excavating soil or rock, and a pipe which is continuously indented by the indentation propulsion means into a space excavated by the excavating means to form a tunnel. It consists of the structure 20.

The press-fitting propulsion means is composed of a press-fitting hydraulic jack 11 supported on the bracing reaction wall 10, the drive shaft 12 (see Fig. 2c) of the press-fitting hydraulic jack 11 is located at the rear end of the tubular structure 20 Being fixed to the fixed bracket 13 (see Fig. 2c) is to be pressurized hydraulic jack 11 to operate the drive shaft 12 by hydraulic pressure to continuously push the tubular structure 20 via the fixed bracket (13) have.

Here, in the front of the tubular structure 20 that is press-fitted by the operation of the press-fitting hydraulic jack 11 is provided with excavation means for excavating while being pushed in the horizontal direction from the vertical shaft 101, this excavating means is shown in Figure 4 to Figure As shown in Fig. 6, a plurality of method plates 1 and a cylindrical shield portion 7 having a cross-sectional shape corresponding to the tubular structure 20 while receiving these method plates 1 are provided. As an example, the shield part 7 accommodates the rear of the meserplates 1 to reciprocate back and forth in a recess formed in the outer circumference thereof, and accommodates the meserplate 1 by approximately half length or at least partially. have. In addition, the shield portion 7 further includes a reaction frame 36 fixedly installed along the respective inner wall surface by welding or the like, and the reaction frame 36 has an inner surface of each method plate 1. In the middle, a plurality of stretchable propulsion hydraulic jacks 33 fixed to propel these meserplates 1 in the ground in the longitudinal direction are supported by hinges (not shown). In addition, the rear end of the shield portion 7 is to be fitted in the socket tube structure 20 is pushed in the rear, the shield portion 7 is relatively thin (1 ~ 1.5mm) and the excavation cross-section As the voids between the outer diameters of the tubular structures 20 become small, there is almost no ground subsidence problem.

In addition, the front of the shield portion (7) while the method plate (1) is pushed into the ground to prevent the propulsion direction is misaligned by the excavation disturbance element, such as earth pressure or rock, or sag due to its own weight A height adjustment means is provided, which means is for example a support frame 44 formed of H-shaped steel and assembled via bolts and nuts, and at least one hydraulic jack for height adjustment mounted on top of the support frame 44. (41), which is installed horizontally on these height-adjusting hydraulic jacks (41) and made up of support beams (43) on which the mesoplates (1) are slid over them, the both vertical parts forming the support frame (44). The upper part of the pillar is inserted into the support beam 43, and a plurality of height adjusting holes 42a are formed in the upper side of these pillars, so that the height is higher in the holes 42a aligned with the height of the hydraulic jack 41 for height adjustment. control By putting into the pin (42b), it is to maintain the height-aligned after the yuapjaek 41 is turned off. Here, a plurality of cross beams 45 are connected between the reaction force frame 36 and the support frame 44 by using a fastening means such as bolts and nuts, thereby forming a structure together with the frames.

In addition, a support means is further provided at the front of the shield portion 7, FIG. 7 is a plan sectional view showing a state where the meser plate is located on the side wall, and FIG. 8 is a sectional view taken along line CC of FIG. As shown in the figure, when the propulsion hydraulic jack 33 is extended and the method plate 1 is propelled, the interval between the front end of the shield portion 7 and the support beam 43 of the support frame 44 becomes longer. At least one, preferably a pair of round bars 8 are fixed on each crossbeam 45 by welding or the like, in order to prevent the misalignment of the resulting directions, and the respective method plates along these bars 8. (1) is able to slide straight forward.

Meanwhile, as can be seen in FIG. 8, at least two steel pipes are typically arranged in parallel in the method plate 1 and consist of a plate member connecting the steel pipes, so as to satisfy the strength at the time of propulsion. The plate member is further provided. The number of steel pipes, their lengths, and the spacing thereof may be changed depending on the type of tunnel to be formed, and in particular, each method plate 1 may have a different length depending on the soil.

In addition, the excavator 40 is provided with an excavator 40 for excavating the front shear surface (A; see FIG. 3) in front of the excavating means, the excavator 40 is the support frame It is preferably mounted on a separate bracket connected to (44), and can be slid somewhat back and forth or left and right or pivoted at any angle. Here, the excavator 40 is equipped with a bucket for discharging the soil or rock as shown in Figure 4, depending on the soil quality of the shear surface (A), or a crusher (breaker) for breaking the rock (not shown); Or a cutter loader (see FIG. 3) for cutting the rock. In addition, an earth plate 3 (see FIG. 1) is inserted below the excavator 40 to the bottom of the excavator 40 between both vertical pillars of the support frame 44, thereby serving as a conventional membrane barrier. Let's do it.

In addition, the inside of the excavating means is provided with a control panel (not shown) that allows the operator to visually check, control and operate the above-described devices such as the hydraulic jack, excavator.

Underground drilling apparatus according to the present invention is provided with a transport means for discharging the excavated soil or rock to the outside. This conveying means is installed from the lower end of the excavated soil layer or rock layer to the rear end of the excavating means, the conveyor 92 (see Figs. 4 and 5) to horizontally or inclined the introduced soil or rock, and the conveyor 92 A carrier trolley 94 (see FIG. 3) configured to load the soil or rock that has been transferred to the bottom and the bottom surface of the vertical shaft 101 from the bottom surface of the tubular structure 20 so as to transport the trolley to the vertical shaft 101. Up to two rows of rails 93 (see FIG. 2D). Therefore, the earth or rock excavated by the excavator 40 is loaded on the transport cart 94 via the conveyor 92 and transported to the vertical shaft 101, and the transport truck 94 on which the soil or rock is loaded is the vertical shaft 101. ) Is discharged to the ground 100 through a means such as a winch tower.

On the other hand, the overall cross-sectional shape of the excavating means is not limited to the quadrangle shown in Figures 4 to 6, it can be changed in various forms, such as circular, arched, horseshoe type depending on the shape of the tunnel to be formed, A tubular structure 20 having a cross-sectional shape is press-fitted along the back of the excavating means to build a tunnel of a desired shape.

Now, a method of excavation using the underground drilling apparatus according to the present invention configured as described above will be described.

First, as in the prior art, the ground 100 in the place where the tunnel is to be constructed is vertically excavated vertically to form a vertical shaft 101, and the bracing reaction wall 10 is installed on one wall surface of the vertical shaft 101. Next, the hydraulic jack 11 for press-fitting is installed to be supported by the bracing reaction wall 10, and then the underground drilling apparatus according to the present invention is assembled into the vertical shaft 101.

The excavator 40 of the assembled device is operated to excavate the underground interior for the first time in the horizontal direction, and then the propulsion excavation for propelling the method plate 1 into the underground in the longitudinal direction by extending the respective propulsion hydraulic jacks 33. Steps.

The next step is to operate the press-fitting hydraulic jack 11 to advance the excavation means by a certain distance as it is pressed into the ground, and if necessary, after installing the brace spacer (95 (see Fig. 2b)) and continuously excavated and pressed When the excavating means is pushed into the underground and further advanced by a predetermined distance, disassembling the brace spacer 95.

Soil or rock in the excavation means excavated by the excavator 40 is transported through the conveyor 92, loaded on the transport cart 94 and transported to the vertical shaft 101 and then to the outside, that is, the ground (100) And all are discharged.

In this state, the tubular structure 20 is positioned inside the vertical shaft 101, that is, between the front end of the drive shaft 12 of the press-fitting hydraulic jack 11 and the rear end of the shield portion 7 of the excavating means. While fixing the drive shaft 12 of the press-fitting hydraulic jack 11 with the fixing bracket 13, the rear end of the shield portion 7 fits the tubular structure 20 in a socket manner.

Thereafter, the excavator 40 of the excavating means is reactivated to excavate the inside of the underground, and the propulsion hydraulic jacks 33 are extended to propel the method plate 1 into the underground.

At this time, in the propulsion excavation step is to raise the height adjustment hydraulic jack 41 mounted on the upper portion of the support frame 44 installed in the excavating means to lift the support beam 43 installed horizontally thereon, the support frame ( A height adjustment pin 42b is inserted into one of the height adjustment holes 42a on the upper sides of both vertical columns of 44, so that a meserplate is placed on the support beam 43 while maintaining the height adjusted according to the linearity. It is possible to make (1) slide and propel. In addition, it is possible to change the total length of the excavating means by a predetermined angle by varying the extension length of each of the propulsion hydraulic jacks 33 to the propelling distance of the method plate (1). In this way, it is possible to control up, down, left and right directions according to the linearity of the tunnel.

Next, the press-fitting hydraulic jack 11 installed in the vertical shaft 101 is operated so that the pipe structure 20 is pushed into the ground together with the excavating means, thereby simultaneously drilling without primary mortar-filling work. You can build a cavity.

The excavated soil or rock is transported through the conveyor 92 and discharged to the outside of the vertical shaft 101 by the transport cart 94 as described above. Then, a new tubular structure 20 is placed inside the vertical shaft 101.

In this manner, the excavator 40 is first excavated in the underground, and then the method plate 1 is propelled, the tubular structure 20 is press-fitted by the press-fitting hydraulic jack 11, the excavated soil is conveyed to the conveyor 92 and After discharging to the outside of the vertical shaft 101 through the transport cart 94, the process of positioning the new tubular structure 20 is repeated to form a tunnel of a certain distance.

Finally, when the tunnel is completed by the desired distance, the present invention further comprises a dismantling step of the excavating means, the dismantling step is left without disassembling only the shield portion 7 and the reaction frame 36 of the excavating means It is preferable to carry out the perforation treatment with the tubular structure 20 continuously connected thereto.

The underground excavation method according to the present invention may be implemented by changing a part of the order, that is, the propulsion of the method plate 1 in the longitudinal direction by extending the hydraulic jacks 33 for each of the excavating means in the horizontal direction. After securing the excavation space, the excavator 40 in the excavating means can be operated to excavate the underground. As such, after the method plate 1 is first pushed and the ground is excavated by the excavator 40, the tubular structure 20 is press-fitted by the press-fitting hydraulic jack 11, and the excavated soil is conveyed to the conveyor ( 92) and after discharging to the outside of the vertical shaft 101 through the transport cart 94, the process of positioning the new tubular structure 20 is repeated.

As described above, according to the underground drilling apparatus according to the present invention and the method using the same, it is possible to simultaneously construct the excavation and the primary restoration (final structure) at the same time, that is, in the conventional method of the method of the shield method, the worker can construct the temporary construction work. During the installation, the multi-step process of propelling the method plate using hydraulic jacks and carrying out the primary rehabilitation with a separate mortar-filled hole by mechanically injecting the pipe structure together with the excavation is very easy and simple. It can be quickly made, reducing the construction period and the cost of construction, and it is possible to automate the entire excavation process.

In addition, it is possible to control the direction according to the linear alignment of the tunnel by the height adjusting means and the support means provided in the underground excavation device according to the present invention. Moreover, due to the characteristics of the method itself using the method plate, depending on the size of the tunnel and the cross-sectional shape Since it can be applied in various ways, there is an effect that the builder can form a high quality underground structure desired.

In particular, unlike the devices used in the conventional tip propulsion method, since the recyclable parts are assembled and used, the maintenance cost of the device is low, and even in the case of constructing the underground structure without the reach shaft, most of the devices after completion are dismantled. This makes it more economical in terms of the utility of the device.

Claims (8)

Push-in propulsion means supported on the bracing reaction wall 10 provided on one wall of the vertical shaft 101 vertically excavated vertically in the ground (100), and pushed into the ground in the horizontal direction by the push-in propulsion means In addition, the excavation means for advancing while excavating the soil or rock with the excavator (40) and the tubular structure (20) which is continuously pushed into the space excavated by the excavation means by the indentation propulsion means to form a tunnel In the underground excavation device made, The excavating means includes a plurality of mesoplate (1); A cylindrical shield having a reaction force frame 36 positioned at the rear end of these method plates 1 and fixed along an inner surface while accommodating the method plates 1 and having a cross-sectional shape corresponding to the tubular structure 20. Part 7 and; A plurality of stretchable propulsion hydraulic jacks which are fixed to each method plate 1 so as to propel the method plate 1 in the longitudinal direction and are hingedly supported by the reaction frame 36 in the shield part 7 ( 33); underground excavation apparatus comprising a. According to claim 1, wherein the shield portion (7) in front of the height adjusting means is further provided, which is the support frame (44); One or more height adjustment hydraulic jacks 41 mounted on top of the support frame 44; Underground drilling device, characterized in that consisting of; horizontally installed on the hydraulic jack (41) and the support beam (43) so that the method plate (1) slides thereon. According to claim 2, wherein both vertical pillars constituting the support frame 44 is inserted into the support 43, a plurality of height adjustment holes (42a) are formed in the upper side of these pillars, An underground drilling rig, characterized in that the height adjustment pin (42b) can be inserted into the hole (42a) of the height is adjusted. The method of claim 1, further comprising a support means in front of the shield (7), which is fixed on each crossbeam (45) so that each mesa plate 1 can be slid along it. The above-mentioned bar (8) is an underground drilling apparatus characterized by the above-mentioned. Each propulsion means is used by the excavation means of the underground excavation device according to any one of claims 1 to 4, which is hinged to the reaction frame (36) fixed in the shield (7) of the excavation means. Underground excavation method comprising a; propulsion excavation step of extruding by pushing the corresponding method plate (1) connected to the propulsion hydraulic jack 33 in the longitudinal direction in the ground by extending the hydraulic jack 33 in the horizontal direction; . The method of claim 5, wherein the propulsion excavation step is to raise the height adjustment hydraulic jack 41 mounted on the upper portion of the support frame 44 installed in the excavating means to lift the support beam 43 installed horizontally thereon, The height adjusting pin 42b is inserted into one of the height adjusting holes 42a on the upper sides of both vertical pillars of the support frame 44 inserted into the support 43, thereby maintaining the height to be adjusted. Underground excavation method, characterized in that the support plate (43) to be propelled by sliding the method plate (1). The method of claim 5, wherein the propulsion excavation step is to change the excavation direction of the excavating means to a predetermined angle by varying the propelling distance of the method plate (1) by varying the extension length of each propulsion hydraulic jack (33). Underground drilling method characterized in that it can. The method of claim 5, further comprising disassembling the excavating means when the tunnel is completed, wherein the disassembling is continuously performed by leaving the shield portion 7 and the reaction force frame 36 of the excavating means without disassembling. Underground excavation method characterized in that it can be perforated with the tube structure (20).

Images