KR102077325B1 - Caulking unit with quick attachment for tube assembly for tunnel grouting and tunnel supporting method of using thereof - Google Patents

Abstract

The present invention is to seize the alluvial layer, crushing zone or active surface in the tunnel excavation construction to prevent ground relaxation around the tunnel excavation section and to block the groundwater flowing through the dead sand layer and crushed soft rock layer and rock joint surface in the tunnel Caulking unit used in the rear end of steel pipe or steel pipe assembly (reinforcement tube assembly) used for steel pipe grouting construction, such as tunnel reinforcement construction, which is a protective umbrella net construction of It relates to a tunnel reinforcement method using the same.

Description

Caulking unit with quick attachment for tube assembly for tunnel grouting and tunnel supporting method of using approximately

The present invention is to seize the alluvial layer, crushing zone or active surface in the tunnel excavation construction to prevent ground relaxation around the tunnel excavation section and to block the groundwater flowing through the dead sand layer and crushed soft rock layer and rock joint surface in the tunnel The present invention relates to a caulking unit used for a rear end of a steel pipe or a steel pipe assembly (reinforcement tube assembly) used in a steel pipe grouting work performed as a tunnel reinforcement method such as a protective umbrella net method of the present invention, and a tunnel reinforcement method using the same.

The steel pipe grouting method commonly used in tunnel construction is widely used in the case of digging tunnels in soft ground. Tunnel excavation assistance method that strengthens and improves the order of the excavated ground around the excavation site by implementing it As shown in FIG. 1, a drilling hole 102 is formed around a ceiling of an excavation tunnel 100, a steel pipe 120 is installed inside the drilling hole 102, and an inside of the steel pipe 120 is formed. As a method of pressure-injecting the grouting material 153 between the steel pipe 120 and the drilling hole 102 wall and further into the ground, the drilling hole 102 by using the drilling equipment 110 as shown in Figure 2a After drilling, inserting the steel pipe 120 into the interior of the drilling hole 102, as shown in Figure 2b, after the caulking process of Figure 2c and the sealing process of Figure 2d, as shown in Figure 2e Mold on steel pipe 120 The grouting material can be multistage (or collectively) by means of an injection tube 150 equipped with the packer 151 through the injection holes 121b (for example, injection holes provided with the one-way valve 122). 153) is injected into the ground by pressure injection, and the steel pipe and surrounding ground are integrally formed by the solidification of the ground by the injection material, which increases the tensile strength around the excavation scheduled ground, thereby strengthening the shear resistance and increasing the ground order. It provides a method, so that the additional excavation process to continue to be stable.

In this case, according to the NATM method generally applied to tunnel excavation, H-beams or angled gibbo steel 210 is installed as a temporary temporary material on the free surface of the membrane to be excavated, and a shotcrete layer 300 is to be cast around it. Stability of the tunnel can be made, and in the usual case, the steel pipe grouting method corresponding to the excavation assistance method is to maximize the reinforcing effect only if the rear end of the steel pipe installed on the ground is in contact with the steel beam 210.

Therefore, since the grouting range is determined within the appropriate range of the periphery of the tunnel excavation at the time of optimal design of the tunnel, the specification, the installation length, the installation spacing, and the installation angle of the steel pipe to be installed at the time of the execution of the steel pipe grouting auxiliary method (if the installation angle is large, the overlap length is And the reinforcing effect is reduced, etc.) as the main design parameters, the need for strict management during construction is emphasized.

However, in the conventional method, due to interference between the drifter 114 and the rigid beam 210 of the drilling equipment and the length of the steel pipe unit in the field conditions, the steel pipe installation angle (5 ° to 15 °) illustrated in the tunnel design is as it is. It is difficult to apply and install, and in order to comply with this, every excavation section should be designed and constructed according to the cross-sectional shape as shown in the accompanying drawings in accordance with the installation angles of the steel pipes 3A and 3B, but this is the installation angle of the steel pipe 120 Tunnel excavation should be carried out while varying the size of the tunnel excavation section according to the size of the steel beam 210 which is installed at regular intervals in the direction of tunnel excavation. And there is a disadvantage that the construction period is increased. In addition, after the excavation is completed, the amount of shotcrete layer 300 to be filled with a considerable amount of the excavation cross section before the bending is exhibited a problem that the consumption of the material is large. Therefore, in order to reduce the cost of tunnel reinforcement work and simplify the process, it is generally necessary to adopt a design that limits the installation angle of steel pipes under constant cross-sectional excavation conditions without performing excavation and reinforcement in the form of a cross section.

In consideration of this situation, as shown in FIGS. 4A to 4C, in the conventional steel pipe grouting and direct hole steel pipe reinforcing methods, design constraints according to the installation angle of the steel pipe (eg, avoiding interference with the drifter of the drilling equipment) (eg, , 5 ° to 15 °) to satisfy the condition that the steel pipe 120 is supported over the steel beam 210a to be installed later on the predetermined excavation section k, as shown in FIG. 4A. The excavation work is stopped before reaching the predetermined excavation section (k), and the drilling point for steel pipe installation is advanced in advance, and the steel pipe grouting method is installed at an intermediate position (m) at an angle of 5 ° to 15 °, for example. Once performed first, further using excavation equipment, after further excavation up to the predetermined excavation cross section k as shown in FIG. 4B, and then as shown in FIG. 4C The steel pipe protrusion 120a (indicated by the length 'L1' in the drawing) exposed to the cutting is cut using a special equipment such as an oxygen cutting machine, and further drilled (excavated) up to the predetermined excavation cross section k. After installing the temporary steel beam 210a, an alternative method of implementing the construction method of continuously pouring the shotcrete 300 is also used.

In this case, however, the steel pipe protrusion 120a is exposed into the excavation surface as shown in FIG. 4B. The exposed steel pipe protrusion 120a is removed as shown in FIG. 4C by using a cutter or an oxygen welding machine. Dozens of steel pipes are installed per section, and in the case of steel pipes, they have considerable rigidity, which not only incurs a significant cost increase and time loss in cutting and removing them, but also increases the risk of fire during cutting. Not only increases, but as a more serious problem, the actual reinforcing length is reduced by less than the design standard by the cut length L1 of the steel pipe protrusion 102a among the length L of the steel pipe, thereby causing serious safety problems. It is true.

On the other hand, in order to reduce the risk of fire that may occur when cutting the steel pipe using a tool such as an oxygen welding machine while avoiding the increased cost and time loss due to cutting of the exposed steel pipe protrusion, as shown in Figure 5 A tunnel reinforcement tube assembly having a structure covering the cover tube 2 for protecting the resin extension tube 3 while additionally connecting the resin extension tube 3 to the rear end of the steel pipe 1 in which the ball 1b is formed is Japan. Although it was disclosed through Korean Patent Application Laid-Open No. 11-182173 (Jul. 6, 1999), in the case of the conventional technique, a cover tube using a cover tube 2 to protect the soft synthetic resin extension tube 3 is used. After hitting the rear of (2), the steel pipe is inserted into the drilled hole, and then the cover pipe (2) is removed and then the grouting material is injected. The assembling and disassembling process of the surface covering tube 2 is necessary. In particular, the disassembling process of the covering tube 2 causes considerable inconvenience and difficulty at the tunnel construction site where the drilling hole is formed in the ceiling of the tunnel section. The problem is that the efficiency is greatly reduced.

As an attempt to solve the problem of the cover tube using the structure as shown in 6a and 6b using a cover tube while ensuring the rigidity of the synthetic resin extension pipe 420 connected to the rear end of the steel pipe (410) An improved technique for not applying a type load to the synthetic resin extension tube 420 has been newly proposed, but using the reinforcement tube assembly 400 as described above, the outer circumferential surface of the synthetic resin extension tube 420 is shown. The caulking material 130 is sealed even when the grouting material is injected by enclosing the caulking material 130 between the wall of the drilling hole 102 and the grouting material injection tube 150 into the inner space of the reinforcing tube assembly 400. And caulking material 130 or synthetic resin material extension pipe 420 from the drilling hole 102 to the tunnel space due to the low frictional resistance between the resin material and the resin material extension pipe 420 (FIG. 6A). In the direction shown by the arrow) may be a problem, and also after the injection and solidification of the grouting material as shown in Figure 6b for cutting the additional tunnel excavation in the rear end of the synthetic resin extension pipe 420 (Fcut In the case of applying), the cutting may not be easily performed due to the basic rigidity and toughness of the synthetic resin extension pipe 420, and the cutting impact force repeatedly applied in the non-cutting state may be a synthetic resin extension pipe ( Continuously transmitted from the 420 to the steel pipes 410 extending in the drilling hole 102 may damage the freezing bonding portion of the steel pipe 410 and the grouting material, and as a result, the reinforcing force of the grouted reinforcement burb assembly may be degraded. Problems may occur, such as in Korean Patent Registration No. 10-0852724 (2008.08.19). It has proposed a synthetic resin material of the extension pipe rupture groove formed on an outer peripheral surface In order to solve the point.

On the other hand, while using the plastic pipe 20 of the structure inserted into the rear end of the steel pipe instead of the synthetic resin extension pipe such as caulking (caulking) to prevent backflow of the grouting material and to reinforce the adhesive fixing of the wall of the reinforcing member and the drilling hole It is used as a technique for improving the part between the pipe and the wall of the drilled hole) by applying a movable foamed urethane packer for the pressure-soil nailing method known as Korean Patent Laid-Open Publication No. 2003-0005884 (2003.01.23), A pair of rubber packers 31 spaced apart from each other on the outer circumferential surface of the plastic tube 20 having an outer diameter smaller than that of the inner diameter of the plastic packer; Non-woven fabric 32 for wrapping and sealing the separation space formed between a pair of rubber packer; Caulking module comprising a hose 34 for injecting agent injected into the separation space 35 through the rubber packer located on the rear side of the pair of rubber packer 31 to inject the expansion agent into the separation space. (Refer to the attached drawings, FIGS. 8A, 8B, and 8C) have been proposed through Korean Patent Registration No. 10-1032745 (2011.05.06).

In the case of the caulking module proposed by the Korean Patent No. 10-1032745, in order to perform the caulking operation, the front end of the caulking module is installed to be inserted into the inner diameter of the rear end of the steel pipe 10, a pair of rubber packers ( A nonwoven fabric is formed between the pair of rubber packers 31 through the inflating agent injection hose 34 introduced into the separation space 35 through the through hole 31b of the rubber packer 31 located at the rear side. The nonwoven fabric 32 expands to the outside by injecting an expanding agent (foamed urethane or an ultra-fast cement that exhibits premature strength as it is injected into the chemical solution and gelled into the separation liquid 35) formed in the enclosed shape. While having a structure to easily caulk the inlet hole (H) inlet, in order to inject the inflating agent from the outside of the space, the rubber packer 31 in the rear of the through-hole 31b and This It has a structural complexity to provide a hose 34 for injecting the inflating agent, and the installation work process is also divided into two stages, which takes a long time and requires a separate inflating agent injection device to be installed and operated at the construction site. There is a problem in that the efficiency or process efficiency is inferior, and the outer diameter of the plastic pipe constituting the caulking module has a limitation that must have a structure smaller than the inner diameter of the steel pipe, in the case of such a structure is carried out of the packer during the subsequent multi-stage packer grouting operation In the process, there is a problem that the front end of the plastic pipe becomes an obstacle and becomes an obstacle, and there is a disadvantage that it can not be used for steel pipe having an inner diameter smaller than the outer diameter of the plastic pipe manufactured by an independent caulking module, and the diameter (inner diameter) of the steel pipe is small. Beams of structures inserted in these small diameters (inner diameters) In the case of a caulking module made of a plastic tube having a small outer diameter, the gap between the perforated hole wall surface and the outer circumferential surface of the plastic tube is too wide, and a large amount of expanding agent is required, and the coking efficiency is also lowered due to the relaxation of the expansion pressure.

1) Japanese Patent Application Laid-Open No. 11-182173 (1999.07.06.) 2) Korea Patent Registration No. 10-0852724 (2008.08.19) 3) Korean Patent Publication No. 2003-0005884 (2003.01.23) 4) Korean Registered Patent No. 10-1032745 (2011.05.06)

The present invention is to maintain the technical effects of the synthetic resin material extension tube of the Korean Patent No. 10-0852724 described above, and to overcome the structural problems and limitations of the caulking module presented by the Korean Patent No. 10-1032745, steel pipe Alternatively, install an independent caulking unit of the outer circumferential foam type in succession to the rear end of the steel pipe assembly, but maintain the ease of separation (desorption) from the steel pipe or the rear end of the steel pipe or steel pipe assembly during subsequent drilling after installation. Not only is it easier to install and attach to the rear end, but it also overcomes the structural limitation that the outer diameter of the plastic pipe constituting the caulking module must be smaller than the inner diameter of the rear end steel pipe. Steel used for steel pipe grouting to eliminate complexity It is a technical problem to propose a detachable caulking unit used for the rear end of a pipe assembly and a tunnel reinforcement method using the same.

The present invention as a means for solving the problems of the prior art,

Insert a steel pipe or steel pipe assembly (connector) by drilling a drilling hole in front of the tunnel excavation section (steel pipe direct drilling method or a steel pipe insertion method after drilling) and grouting material through the inserted steel pipe or steel pipe assembly (connector). Caulking continuously installed at the rear end of the steel pipe or steel pipe assembly near the entrance of the drilling hole to be used to strengthen the adhesion of the steel pipe and the hole wall while preventing the backflow of the grouting material in the tunnel reinforcement method to reinforce the tunnel excavation surface by penetrating the As a unit,

A plastic pipe continuously installed at the rear end of the steel pipe or the steel pipe assembly;

A pair of fastening bands formed of an inner fastening band and an outer fastening band which are installed to be spaced apart from each other on the outside of the plastic pipe inside the inlet of the drilling hole;

A nonwoven fabric surrounding and sealing a separation space formed between the pair of fastening bands;

And a foamed urethane capsule disposed on the rear end side of the steel pipe in the separation space.

The inner side colliding with the rear end face of the coupling, which is inserted back into the rear end face of the steel pipe or steel pipe assembly or its outer peripheral surface when the caulking unit is inserted into the drilling hole and continuously installed at the rear end of the steel pipe or steel pipe assembly. The foaming of the foamed urethane capsule is initiated by the frictional force or the impact force with the fastening band, and the rapid attachment for foaming and filling the foamed urethane into the spaced space in the nonwoven fabric allows the nonwoven fabric to expand outward and coke a hole in the hole. Provides a caulking unit that is easy to install.

In addition, the present invention in terms of the tunnel reinforcement method using a caulking unit that is easy to install quick attachment above, inserting the steel pipe or steel pipe assembly ahead of the tunnel excavation cross-section and grouting material through the inserted steel pipe or steel pipe assembly In the tunnel reinforcement method of reinforcing the ceiling of the tunnel excavation surface by penetrating into the ground, and additional reinforcement at the excavation cross section by installing steel beams and shotcrete casting,

A steel pipe insertion step of inserting a steel pipe or a steel pipe assembly into the drilling hole while forming a drilling hole at a predetermined angle with respect to a horizontal plane from the top of the surface of the drilling ground to a ceiling portion of the scheduled drilling ground;

A caulking unit installation step of successively installing a caulking unit that is easily attached to a steel pipe disposed on the rear end of the steel pipe or the steel pipe assembly;

A urethane foaming step of foaming the foamed urethane capsule constituting the caulking unit and foaming the foamed urethane into the spaced space in the nonwoven fabric;

A coking completion step of allowing the nonwoven fabric to expand to the outside by foamed urethane so as to caulk the hole opening;

A grouting step of installing and grouting a grouting material injection pipe through an inner space of the caulking unit and the steel pipe or the steel pipe assembly; And

And a caulking unit separation step of applying an impact force to the rear end of the caulking unit protruding downward from the ceiling of the excavation ground to be broken and removed while performing additional excavation to a predetermined cross section until the excavation scheduled cross section of the excavation ground. Is done, and

The caulking unit installation step, the urethane foaming step, and the caulking completion step is provided at the same time provides a tunnel reinforcement method.

Here, in the caulking unit separation step, the urethane capsule installation groove is provided on the outer circumferential surface of the plastic pipe constituting the caulking unit, cut after the caulking unit for additional tunnel excavation after the grouting material injection and solidification is completed When applying the impact force (Fcut) it is preferable to facilitate the separation and cutting of the caulking unit by breaking the plastic tube along the urethane capsule installation groove can occur.

Furthermore, after the caulking unit separation step, the steel beam is additionally installed at the lower portion and the shotcrete is poured.

Here, when the step of inserting the steel pipe is performed by the method of inserting the steel pipe after the perforation instead of the direct drilling method, the method may further include sealing a space between the drilling hole and the steel pipe or the steel pipe assembly.

In addition, in the grouting step, a grouting material injection tube having a movable packer (air packer) may be installed inside the steel pipe, and multi-stage injection may be performed while moving the packer. In contrast, the inner space of the steel pipe assembly may be divided into a plurality of packers. The grout material may be injected simultaneously by providing a simultaneous injection pipe that reaches each divided space.

An injection hole is formed in the steel pipe for injecting pressure into the ground of the grouting material, and a one-way valve is installed in the injection hole so that the grouting material can be pressure injected.

According to the present invention, the caulking unit of the plastic pipe type exposed to the inside of the excavation surface can be easily separated and cut from the steel pipe by an excavator or other easy tool commonly used in a continuous tunnel excavation work after the tunnel auxiliary method such as steel pipe grouting. By reducing the number of people, time, expense, etc. due to the use of a conventional cutting machine or oxygen cutting machine, such as a fire that may occur when using the oxygen cutting machine in a closed tunnel In addition to minimizing the possibility of explosion accidents to increase construction stability, the caulking operation between the rear end of the steel pipe or steel pipe assembly and the inner wall of the drilling hole constitutes the caulking unit through a simple insertion (pressing) process of the caulking unit. Foaming foam urethane capsule It is disclosed that by filling the foamed urethane into the separation space in the non-woven fabric by the foamed urethane to expand the non-woven fabric to the outside while caulking the hole hole inlet at a time to separate the expansion filler during the installation of the caulking unit Without the process of injecting through the pipe of the steel pipe or steel pipe assembly to the caulking unit to the installation (attach) to the rear end of the operation is very easy to be performed to increase the process efficiency, and provides the effect of removing the complexity of the device.

1 is a horizontal cross-sectional view of a tunnel showing an example of a general state in which steel pipe grouting is performed.
Figures 2a, 2b, 2c, 2d, and 2e is a view showing the sequence of the construction method for inserting the steel pipe to the tunnel ceiling surface in a certain cross-sectional form of the steel pipe grouting method according to the prior art.
Figure 3a and Figure 3b is a construction state diagram and main portion enlarged view of the steel pipe grouting method according to the prior art adopting the cross-sectional form.
Figures 4a, 4b and 4c is a view showing the procedure of the construction method for inserting the steel pipe in the tunnel face in a certain cross-sectional form of the steel pipe grouting method according to the prior art.
5 shows one embodiment of a detachable reinforcing tube assembly (steel pipe assembly) according to the prior art.
6A and 6B show another embodiment of a reinforcement tube assembly (steel pipe assembly) according to the prior art.
7A and 7B show an improved embodiment of the reinforcement tube assembly (steel pipe assembly) according to the prior art shown in FIGS. 6A and 6B.
8A-8C illustrate another prior art caulking module.
9 is a view showing an installation state of the caulking unit according to an embodiment of the present invention.
10 is an assembled perspective view of the caulking unit according to the present invention.
FIG. 11A is a sectional view showing an installation state of the caulking unit shown in FIG. 10 in a sectional view and an enlarged sectional view, and FIG. 11B is a sectional view showing an enlarged main sectional view of a modified embodiment of the installation state of the caulking unit.
FIG. 12A is a view showing an installation state of the modified embodiment of the caulking unit shown in FIG. 10, and FIG. 12B is an enlarged view of a portion “A” of FIG. 12A.
Figure 13 is a flow diagram illustrating one embodiment of a tunnel reinforcement method using a steel pipe assembly and a caulking unit in accordance with the present invention.

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

9, 10 and 11a illustrate a preferred embodiment of the caulking unit 1000 that is easy to install quickly in accordance with the present invention, according to which the rearmost of the plurality of steel pipes constituting the steel pipe or steel pipe assembly is shown. The state in which the caulking unit 1000 composed of a plastic pipe having an outer diameter of 'D1' is assembled on the rear end portion (inner diameter 'D2') of the steel pipe 120 that is finally installed, is shown

Insert a steel pipe or steel pipe assembly (connector) by drilling a drilling hole in front of the tunnel excavation section (steel pipe direct drilling method or a steel pipe insertion method after drilling) and grouting material through the inserted steel pipe or steel pipe assembly (connector). In the tunnel reinforcement method of reinforcing the tunnel excavation surface by penetrating into the hole, it is intended to prevent the backflow of the grouting material while strengthening the adhesive fixation between the steel pipe 120 and the wall of the hole 102. A caulking unit 1000 continuously installed at the rear end of a steel pipe or steel pipe assembly

A plastic pipe 1100 continuously installed at the rear end of the steel pipe 120 or the steel pipe assembly;

A pair of fastening bands 1200 including an inner fastening band 1200a and an outer fastening band 1200b which are installed to be spaced apart from each other on the outside of the plastic pipe 1100 inside the inlet of the drilling hole 102;

A nonwoven fabric (1400) surrounding and sealing a space formed between the pair of fastening bands (1200);

Including the foamed urethane capsule (1300) disposed on the rear end side of the steel pipe 120 in the separation space, and

When the caulking unit 1000 is inserted into the drilling hole 102 and continuously installed at the rear end of the steel pipe 120 or the steel pipe assembly, the inner fastening band 1200a collides with the steel pipe 120 or the rear end surface of the steel pipe assembly. Foaming of the foamed urethane capsule (1300) is initiated by the frictional force or impact force with respect to the foamed urethane capsule (1300) by foaming the foamed urethane into the spaced space in the nonwoven fabric 1400 (see Figs. 9 and 11a) to the nonwoven fabric 1400 Provided is a quick attaching caulking unit (1000) that is easy to install and quick to caulk the inlet hole (102) while expanding outward.

Here, the inner fastening band (1200a) has a thickness that impinges on the steel pipe 120 or the rear end surface of the steel pipe assembly, or as illustrated in the drawing, the inner fastening band (1200a) is a steel pipe 120 or A projecting engagement end 1210 of a size (height) that impinges on the rear end face of the steel pipe assembly is provided (see enlarged view in FIG. 11A).

Such foamed urethane capsule 1300 is manufactured in the form of an annular pouch in which A and B liquids that can be foamed when mixed as illustrated in FIG. 9 are stored separately, and the outer circumferential side of the steel pipe rear end side of the plastic pipe 1100. The urethane capsule installation groove 1110 is provided, the foamed urethane capsule 1300 is fitted to the urethane capsule installation groove 1110, including the nonwoven fabric 1400 is installed in a surrounding form, including this, metal Fastening means 1220 provided with a pair of fastening bands 1200 formed of an inner fastening band 1200a and an outer fastening band 1200b made of a material having a predetermined elasticity such as a band to the projecting fastening end 1210; The assembly of the caulking unit 1000 may be completed while being fastened by a bolt and a nut), which may be manufactured at the factory and may be used by field assembly in some cases.

Here, the urethane capsule installation groove 1110 may be easily broken when a predetermined level of impact force is applied to the rear of the plastic pipe 1100 when separated and removed from the rear end of the steel pipe 120 as will be described later The urethane capsule installation groove 1110 may have a depth of about 2 to 3.5 mm in the case of a plastic pipe 1100 having an outer diameter of about 100 mm and a thickness of about 7 mm. It is preferable to process to have a depth, and furthermore, the cross-sectional shape is preferably to have a shape of a square uneven groove (or U-shaped groove) as shown in the figure.

The urethane capsule installation groove 1110 provided to have a depth for forming a notch in the caulking unit 1000 that is easy to install in accordance with the preferred embodiment configured as described above is a caulking unit 1000 according to the present invention. The high protruding fastening end 1210 of the inner fastening band 1200a (or the high thickness of the inner fastening band 1200a: not shown in the drawing) when the assembly is installed while pushing the rear end of the steel pipe 120. The urethane capsule (1300) by allowing the foamed urethane capsule (1300) to have a fixed position on the outer circumferential surface of the plastic pipe (1100) when the foamed urethane capsule (1300) is compressed while being retracted by the end face of the rear end. The membrane breakage between solution A and solution B) can occur to allow urethane foaming to occur.

Meanwhile, as a modified embodiment of the above-described embodiment, as shown in FIG. 11B, the caulking unit 1000 is inserted into the drilling hole 102 so that the steel pipe 120 is continuously installed at the rear end of the steel pipe 120 or the steel pipe assembly. Or a coupling 120c connected to the rear end surface of the rear end of the steel pipe assembly in a rearward direction, and when the caulking unit 1000 is inserted into the coupling 120c, the coupling 120c is provided. Foaming of the foamed urethane capsule 1300 is initiated by the frictional or impact force with the inner fastening band (1200a) impinging on the end surface of the rear end of the foamed foam by filling the foamed urethane into the spaced space in the nonwoven fabric 1400 The nonwoven fabric 1400 is able to caulk the inlet hole (102) while expanding outwardly, in the case of this modification, the outer diameter of the plastic pipe 1110 constituting the caulking unit 1000 is large It is sufficiently satisfied that the inner diameter of the ring 120c is smaller than the inner diameter of the steel pipe 120 so that it is not necessary to form a structural limit, and furthermore, the grout material is a plastic tube in a subsequent grouting step. 1110) and the back end of the steel pipe to be more effectively prevented to flow back into the steel pipe.

Another embodiment of the caulking unit shown in FIG. 10 as another embodiment of the present invention is shown in FIGS. 12A and 12B (re-enlarged view of part “A” in FIG. 12A), whereby the protruding fastening end 1210 A slider switch 1250 is provided that is pushed by the steel pipe 120 or the rear end face of the steel pipe assembly to be moved backwards, in which case the urethane capsule 1300 is provided in, for example, a one liquid pressure vessel structure and the slider switch Open pressure is released by 1250 to cause foam filling.

In addition, the present invention provides a tunnel reinforcement method using a caulking unit that is easy to install the quick attachment described above, as shown in Figure 13, inserted into the steel pipe or steel pipe assembly in front of the tunnel excavation cross section inserted In the tunnel reinforcement method in which the grouting material is penetrated into the ground through a steel pipe or steel pipe assembly, the ceiling of the tunnel excavation surface is reinforced in advance, and at the excavation section, additional reinforcement is performed by installing steel beams and shotcrete casting.

The steel pipe 120 or the steel pipe assembly is inserted into the drilling hole 102 while forming the drilling hole 102 at a predetermined angle with respect to the horizontal plane from the top of the membrane surface of the drilling ground at a predetermined angle with respect to the horizontal plane (S200). Steel pipe insertion step (S150);

Caulking unit installation step (S310) for subsequent installation of the caulking unit (1000) easy to install quickly attached to the steel pipe (120) disposed on the rear end of the steel pipe or steel pipe assembly;

Urethane foaming step (S320) of foaming the urethane foam (1300) constituting the caulking unit (1000) is started to foam-fill the foamed urethane into the spaced space in the nonwoven fabric (1400) (S320);

Coking completion step (S330) so that the non-woven fabric (1400) can be expanded to the outside by the foamed urethane while caulking the inlet hole (102);

Grouting step (S400) for installing and grouting the grouting material injection pipe through the inner space of the caulking unit (1000) and the steel pipe (120) or steel pipe assembly; And

Caulking unit separation step of applying the impact force to the rear end of the caulking unit protruding downward from the ceiling of the excavation ground to be broken and removed while performing additional excavation to the excavation scheduled section of the excavation ground (S500) ), And

The caulking unit installation step (S310), the urethane foaming step (S320), and the caulking completion step (S330) provides a tunnel reinforcement method, characterized in that consisting of a simultaneous step (S300).

As such, the caulking unit installation step (S310), the urethane foaming step (S320), and the caulking completion step (S330) is performed in the simultaneous step (S300) so that the process of caulking the entrance of the drilling hole can be made at once, When the caulking unit is installed, the caulking unit is connected (installed) to the rear end of the steel pipe or the steel pipe assembly without a cumbersome process of injecting a separate expansion filler through a separate pipe, thereby increasing the process efficiency.

Here, in the caulking completion step (S330) so that the non-woven fabric 1400 is expanded to the outside by the urethane foam to caulk the opening of the drilling hole 102 to ensure a general caulking material indentation space as in the prior art No work is required, such as drilling holes.

In the caulking unit separation step (S500), the urethane capsule installation groove 1110 is provided on the outer circumferential surface of the plastic pipe 1100 constituting the caulking unit 1000, additional tunnel excavation after the grouting material injection and solidification is completed In order to prevent breakage of the plastic pipe 1100 along the urethane capsule installation groove 1110 when a cutting impact force is applied to the rear end of the caulking unit 1000, the caulking unit can be easily cut and cut. It is desirable to make it.

Further, after the caulking unit separation step (S500) it is additionally installed on the lower gibbo and pouring shotcrete.

Here, when the steel pipe inserting step is performed in a steel pipe inserting method after the perforation rather than a direct drilling method (step S100 and step S200 are simultaneously performed in step S150), the drilling hole 102 And sealing the space between the steel pipe 120 or the steel pipe assembly.

In addition, in the grouting step (S400) it is possible to install a grouting material injection pipe 2100 having a mobile packer 2000 (packer with an air injection pipe '2200') inside the steel pipe and to move the packer in multiple stages. In contrast, while the inner space of the steel pipe assembly is divided into a plurality of fixed packers, the grout material may be injected at the same time by separately installing the simultaneous injection pipes reaching the respective divided spaces.

An injection hole 121a is formed in the steel pipe 120 to inject pressure into the ground of the grouting material, and a one-way valve 122a is installed in the injection hole 121a to inject pressure into the grouting material. As a result, the steel pipe 120 and the surrounding soft ground are integrated by the solidification of the ground by the grouting material, thereby increasing the tensile strength around the ground to be excavated, thereby strengthening the shear resistance and increasing the ground order, thereby providing an additional excavation process. Ensure stable operation.

Although the present invention has been described in detail with reference to preferred embodiments, it will be apparent to those skilled in the art that the present invention may be embodied in other specific forms without changing the technical spirit or essential features thereof. The examples are to be understood in all respects as illustrative and not restrictive.

In addition, the scope of the present invention is specified by the appended claims rather than the detailed description, and all changes or modifications derived from the meaning and scope of the claims and their equivalent concepts are included in the scope of the present invention. Should be interpreted as.

102: hole 120: steel pipe
1000: caulking unit
1100: plastic tube
1200: fastening band
1200a: inner fastening band 1200a: outer fastening band
1210: protruding fastening end 1220: fastening means
1300 foam urethane capsule
1400: non-woven

Claims (7)

delete delete In order to prevent the backflow of grouting material in the tunnel reinforcement method of reinforcing the tunnel excavation surface by inserting a steel pipe or steel pipe assembly by inserting a steel pipe or steel pipe assembly in front of the tunnel excavation section and penetrating the grouting material into the ground through the inserted steel pipe or steel pipe assembly. A caulking unit (1000) continuously installed at the rear end of a steel pipe or steel pipe assembly near the entrance of the drilling hole to be used to reinforce the adhesive fixing between the steel pipe 120 and the wall of the hole (102),
A plastic pipe 1100 continuously installed at the rear end of the steel pipe 120 or the steel pipe assembly;
A pair of fastening bands 1200 including an inner fastening band 1200a and an outer fastening band 1200b which are installed to be spaced apart from each other on the outside of the plastic pipe 1100 inside the inlet of the drilling hole 102;
A nonwoven fabric (1400) surrounding and sealing a space formed between the pair of fastening bands (1200);
Including the foamed urethane capsule (1300) disposed on the rear end side of the steel pipe 120 in the separation space, and
When the caulking unit 1000 is inserted into the drilling hole 102 and continuously installed at the rear end of the steel pipe 120 or the steel pipe assembly, the inner fastening band 1200a collides with the steel pipe 120 or the rear end surface of the steel pipe assembly. Foaming of the foamed urethane capsule 1300 is initiated by the frictional force or impact force with respect to the foamed urethane capsule 1300, and the foamed urethane is foamed and filled into the spaced space in the nonwoven fabric 1400, thereby expanding the nonwoven fabric 1400 to the outside. ) So that the entrance can be caulked,
The inner fastening band 1200a has a thickness that impinges on the rear end surface of the steel pipe 120 or the steel pipe assembly, or the inner fastening band 1200a impinges on the rear end surface of the steel pipe 120 or the steel pipe assembly. And characterized in that the protruding fastening end 1210 of the height is provided, and
The foamed urethane capsule (1300) is produced in the form of an annular pouch that is stored in the liquid A and liquid B that can be foamed when mixed, the urethane capsule installation groove 1110 on the outer peripheral surface of the rear end of the plastic pipe (1100) ) Is provided, the foamed urethane capsule (1300) is installed in the urethane capsule installation groove 1110 is easy to install quickly used in the rear end of the steel pipe assembly used in the steel pipe grouting construction, characterized in that the installation Caulking unit. The method of claim 3,
A slider switch 1250 is provided at the protruding fastening end 1210 to be pushed back by a steel pipe 120 or a rear end end surface of the steel pipe assembly, and
The urethane capsule (1300) is provided in a pressure vessel structure to facilitate the quick installation caulking unit, characterized in that the pressure is released by the slider switch (1250) foam filling. delete A tunnel reinforcement method using a caulking unit that is easy to install quickly according to claim 3 or 4, wherein the steel pipe or steel pipe assembly is inserted and installed in front of the tunnel excavation section, and the grouting material is inserted through the inserted steel pipe or steel pipe assembly. In the tunnel reinforcement method of reinforcing the ceiling of the tunnel excavation surface by penetrating into the ground, and additional reinforcement at the excavation section by installing steel beams and shotcrete casting,
The steel pipe 120 or the steel pipe assembly is inserted into the drilling hole 102 while forming the drilling hole 102 at a predetermined angle with respect to the horizontal plane from the top of the membrane surface of the drilling ground at a predetermined angle with respect to the horizontal plane (S200). Steel pipe insertion step (S150);
Caulking unit installation step (S310) for subsequent installation of a caulking unit (1000) easy to install quickly attached to the steel pipe (120) disposed at the rear end of the steel pipe or steel pipe assembly;
A urethane foaming step (S320) of foaming the urethane foam (1300) constituting the caulking unit (1000) is started to foam-fill the foamed urethane into the spaced space in the nonwoven fabric (1400) (S320);
Caulking completion step (S330) to be able to caulk the inlet hole (102) while the non-woven fabric (1400) to the outside by expanding urethane foam;
Grouting step (S400) for installing and grouting the grouting material injection pipe through the inner space of the caulking unit (1000) and the steel pipe (120) or steel pipe assembly; And
Caulking unit separation step of applying the impact force to the rear end of the caulking unit protruding downward from the ceiling of the excavation ground to be broken and removed while performing additional excavation to the excavation scheduled section of the excavation ground (S500) ), And
In the steel pipe insertion step (S150) is provided with a coupling (120c) connected to the rear pipe outer peripheral surface of the steel pipe 120 or the rear end of the steel pipe assembly, and
When the caulking unit 1000 is inserted into the drilling hole 102 in the caulking unit installation step (S310) and continuously installed at the rear end of the steel pipe 120 or the steel pipe assembly, the caulking into the coupling 120c is performed. The unit 1000 is inserted and installed in the urethane foaming step (S320) by the frictional or impact force with the inner fastening band (1200a) impinging on the end surface of the rear end of the coupling (120c) the urethane foam ( The foaming of 1300 is started to foam the filled urethane into the spaced space in the nonwoven fabric 1400, so that the nonwoven fabric 1400 expands to the outside in the caulking completion step (S330) while caulking the inlet hole (102) Whereby
The caulking unit installation step (S310), the urethane foaming step (S320), and the completion of the caulking step (S330) is a tunnel reinforcement method, characterized in that consisting of a simultaneous step (S300) performed at the same time. delete

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