KR101501453B1 - anchor and drainage system and it's construction method for tunnel - Google Patents

Abstract

The present invention provides an anchor and drainage system for a tunnel and a construction method thereof capable of reducing a pressure load applied to tunnel lining and performing a function of a girder at the same time by guiding and draining ground water flowing near the tunnel lining. To achieve the purpose above, the anchor and drainage system for a tunnel according to the present invention comprises: an anchorage having a constant diameter and length and consisting of a perforated drainpipe where a hole is formed on the side surface thereof; a drainage unit consisting of a hollow filter inserted into a predetermined position in the perforated drainpipe; an expanded pressurizing segment fixated and installed on an inner circumferential surface by surrounding a wedge; a drainage connection cap screwed to an outer circumferential surface of a front end portion of the perforated drainpipe; a bearing plate fixated and installed in the perforated drainpipe including the drainage connection cap; and a tunnel fixing unit arranged outside the bearing plate, consisting of a nut fastened to a front end portion of the wedge.

Description

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an anchor and drainage system for a tunnel,

The present invention relates to a drainage system for a tunnel and an installation method thereof, and more particularly, to a drainage system for a tunnel anchor and a method of constructing the drainage system, which is made of a fiber reinforced plastic that simultaneously satisfies both the hole drainage pipe and the anchor function.

 Generally, the load acting on the tunnel is the load due to the ground and the water pressure due to the surrounding groundwater.

These loads reduce the hydraulic pressure in the form of a drainage tunnel in the normal ground condition, and share the load structurally through the tunnel lining and the ground reinforcement.

However, additional grounding is required for localized tunnel lining, such as fracture, because the tunnel lining is structurally weak.

Here, as a method for reducing the hydraulic pressure of the tunnel, there is a method of providing a weep hole to relieve the hydrostatic load applied to the lining through the induction drainage of the groundwater.

In addition, anchor bolts (rock bolts), shotcrete and steel supports are general supports for tunnels to resist the applied load.

These supports maintain the stability of the tunnel by suppressing the internal displacement through the support pressure.

As described above, the drainage hole and the anchor are usually installed as independent structures, respectively. Even if the drainage hole and the anchor are designed as a single structure, the structure is very complicated.

In addition, since general anchors are installed with PC steel, corrosion of PC steels occurs due to the influence of ground water and seawater.

Here, in the past, no attempt has been made to attempt direct coupling between a drain hole and a support material.

In other words, anchor was installed to reinforce the ground of the tunnel, and drainage was installed separately for drainage.

In addition, as a tensile material used in conventional anchors, PC steels (PC steel strand, PC steel bar, PC steel composite strand, etc.) are mainly used in terms of materials.

Such a conventional PC steel material is complicated in the corrosion resistant treatment method and procedure for preventing anchor corrosion because of the difficulty in applying the permanent anchor due to the ground environment of the tunnel where corrosion is likely to occur.

In addition, since general drain pipes are made of PVC and PE materials, they are weak in terms of strength.

Registration Utility Model Bulletin 20-0352267 (May 25, 2004) Patent Document 1: Japanese Patent Application Laid-Open No. 10-0638548 (Oct. 19, 2006) Patent Registration No. 10-0823980 (Apr. 15, 2008)

SUMMARY OF THE INVENTION Accordingly, the present invention has been made in order to solve the above-mentioned problems, and it is an object of the present invention to provide a tunnel lining structure, in which groundwater flowing around a tunnel lining is guided and drained to reduce a hydraulic pressure load acting on the tunnel lining, And an object of the present invention is to provide a drainage system for anchor for a tunnel and a construction method thereof.

According to an aspect of the present invention, there is provided an anchor and drainage system for a tunnel, comprising: a fusing unit having a predetermined diameter and a length, A drain portion formed of a hollow filter inserted at a predetermined position of the oil pipe; An expandable pressing segment fixedly installed on an inner circumferential surface of a distal end of the porous tube in a state of wrapping a wedge; A drain connection cap screwed to an outer circumferential surface of the distal end of the tube; A piercing plate fixedly installed on a pipe including the drain connection cap; And a nut secured to the tip of the wedge and disposed on the outer side of the platen.

The foraminous pipe is made of fiber-reinforced plastic.

And a packer is fixedly installed at a predetermined position of the pipe.

Wherein a taper is formed in the inner peripheral surface of the pressing segment so as to narrow the inner diameter from the one end to the other end, and the outer peripheral surface of the pressing segment has a constant depth And a rubber ring is fitted in the groove.

The wedge includes a stepped two-stepped portion formed of a truncated conical shape, and a fixed rod extending in the same diameter straight line from the other end of the stepped two-stepped portion and having threads at the end thereof.

A drain pipe is screwed into the drain connection cap.

And a circular cap for preventing deformation is fixedly installed between the end plate and the end of the pipe.

And an expansion rubber index material is fixedly installed between the deformation preventing circular cap and the end of the pipe.

In order to accomplish the above object, there is also provided a method of constructing a drainage system for an anchor for a tunnel according to the present invention, comprising the steps of placing a concrete in a tunnel and curing the same to construct a primary lining (S I); Drilling a predetermined position of the primary lining to a predetermined diameter and depth to form a perforation hole (SII); Inserting a perforation hole having a predetermined diameter and length into the perforation hole (SIII); Inserting a grouting tube having a predetermined diameter and a predetermined length into the pipe tube, grouting a certain portion of the perforation hole by injecting grout material through the grouting tube (SIV); Providing a waterproof membrane on the primary lining and installing a seal for preventing concrete inflow at the bottom of the pipe (S V); Placing (S VI) a secondary lining by placing and curing concrete on the waterproof membrane; Removing the concrete inflow preventing seal and installing a drain connection cap at a front end of the pipe (S VII); (S VIII) of inserting the expandable pressing segment in a state of wrapping the wedge on the inner circumferential surface of the end portion of the pipe; Providing a water expansion rubber exponent material in a pipe including the expandable pressure segment, and installing a circular cap for preventing deformation of the water expansion rubber exponent (SIX); (SX) of installing a pressure plate on the outside of the deformation preventing circular cap and securing it to the tunnel secondary lining with a fixing screw; And a step (SXI) of inserting a nut into the wedge of the expandable pressurizing segment and simultaneously rotating the nut to apply a tensile force to the expandable pressurizing segment to the pipe.

The anchor and drainage system for a tunnel includes: a fusing unit having a predetermined diameter and a length, the fusing unit having a hole formed in a side surface thereof; A drain portion formed of a hollow filter inserted at a predetermined position of the oil pipe; An expandable pressing segment fixedly installed on an inner circumferential surface of a distal end of the porous tube in a state of wrapping a wedge; A drain connection cap screwed to an outer circumferential surface of the distal end of the tube; A piercing plate fixedly installed on a pipe including the drain connection cap; And a nut secured to the tip of the wedge and disposed on the outside of the platen.

The foraminous pipe is made of fiber-reinforced plastic.

And a packer is fixedly installed at a predetermined position of the pipe.

Wherein a taper is formed in the inner peripheral surface of the pressing segment so as to narrow the inner diameter from the one end to the other end, and the outer peripheral surface of the pressing segment has a constant depth And a rubber ring is fitted in the groove.

The wedge includes a stepped two-stepped portion formed of a frusto-conical shape and a fixed rod extending in the same diameter straightly from the other end of the stepped two-stepped portion and having threads at the end thereof.

A drain pipe is screwed into the drain connection cap.

And a circular cap for preventing deformation is fixedly installed between the end plate and the end of the pipe.

And an expansion rubber index material is fixedly installed between the deformation preventing circular cap and the end of the pipe.

INDUSTRIAL APPLICABILITY As described above, the drainage system for the tunnel anchor and the construction method thereof according to the present invention have the following effects.

First, according to the present invention, groundwater flowing in the vicinity of a tunnel lining is guided and drained through a pipe, thereby reducing hydraulic load acting on the tunnel lining and also functioning as a support.

Second, since the pipe is made of a fiber-reinforced plastic material, it has corrosion resistance and is advantageous in terms of time and economy in terms of construction procedures and long-term management.

Third, the present invention relates to an anchor pipe which is anchored to a tunnel by fixing a toe pipe, which is a drain pipe serving as an anchor, to the tunnel lining in order to reduce the internal displacement of the tunnel, and the external influent water is treated through connection with a drain pipe in the tunnel, There is an advantage that the usability of the tunnel is not affected.

1 is a conceptual diagram showing a basic concept of a drainage system for anchor for a tunnel according to the present invention,
FIG. 2 is a schematic view showing a drainage system serving as an anchor for a tunnel according to the present invention,
3 is a cross-sectional view showing a drainage system serving as an anchor for a tunnel according to the present invention,
4 is a perspective view illustrating a fixing unit of a drainage system for anchor for a tunnel according to the present invention,
5 is a sectional view taken along the line AA in Fig. 4,
FIG. 6 is a perspective view showing a drainage section of a drainage system for anchor for a tunnel according to the present invention,
Fig. 7 is a sectional view taken along line BB of Fig. 6,
8 is a sectional view showing a tunnel fixing portion of a drainage system for anchor for a tunnel according to the present invention,
Fig. 9 is a cross-sectional view taken along line CC of Fig. 8,
10 is a cross-sectional view taken along line DD of Fig. 8,
11 is an exemplary view showing an expandable press segment of a tunnel fixing portion of a drainage system for anchor for a tunnel according to the present invention,
12A to 12H are process drawings showing a process of constructing a drainage system for anchor for a tunnel according to the present invention,
FIGS. 13A to 13E are process drawings showing a tunnel installation process during installation of a drainage system for anchor for a tunnel according to the present invention. FIG.

Hereinafter, the present invention will be described in detail with reference to the accompanying drawings.

FIG. 1 is a conceptual diagram showing a basic concept of a drainage system for anchor for a tunnel according to the present invention, FIG. 2 is a schematic view showing a drainage system for anchor for a tunnel according to the present invention, Sectional view showing a combined anchor drainage system.

As shown in these figures, the drainage system S for a tunnel anchor according to the present invention includes a fusing unit 100 having a constant diameter and a length and having a hole 112 formed in a side surface thereof, ; A drain 200 formed of a hollow filter 210 inserted at a predetermined position of the hole 110; An expandable pressing segment 320 fixedly installed on the inner circumferential surface of the distal end of the porous tube 110 while surrounding the wedge 310; A drain connection cap 340 screwed to an outer circumferential surface of the distal end of the porous tube 110; A platen 350 fixedly installed on the pipe 110 including the drain connection cap 340; And a nut 370 disposed on the outer side of the platen 350 and fastened to the distal end of the wedge 310.

That is, as shown in FIGS. 1 to 3, the drainage system S for a tunnel anchor according to the present invention is a structure that simultaneously satisfies a drainage function and an anchor function with a pipe structure 110, A drainage unit 200 disposed at a lower end of the fixing unit 100 and delivering a tensile force and performing an induction drainage function in a concentrated leak section, Which is similar to a general anchor structure and is fixed to the inside of the tunnel and is connected to the tunnel fixing part 300 which is operated in the tunnel lining L with the internal pressure.

4 and 5, the fusing unit 100 includes a fiber-reinforced plastic pipe 110 having a predetermined diameter and length and having a hole 112 formed in a side thereof. The fusing pipe 110 And the packer 160 is fixed at a predetermined position of the packer 160.

The grout material 130 may be discharged to the outside of the pipe 110 through the hole 112 of the pipe 110 so that the pipe 100 may be fixed to the pipe 100. [ ) On the ground.

The length of the fusing unit 100 and the number of holes 112 of the tube 110 can be adjusted according to the required fixing strength.

6 and 7, the drainage unit 200 includes a hollow filter 210 to be inserted into a predetermined position of the oil filter pipe 110. As shown in FIG.

That is, the drainage unit 200 is a center portion for draining drainage and tensile force of the tunnel T, designed as a pipe 110 made of fiber-reinforced plastic and performing a drainage function.

The holes 112 of the holes 110 are positioned at predetermined intervals to introduce groundwater flowing in the surrounding ground. The hollow filter 210 inserted into the holes 110 can be used to introduce external soil Thereby preventing the hole 112 of the pipe 110 from being clogged to enable the groundwater to flow smoothly.

Particularly, it is found that the length of the drainage part 200 and the number of the holes 112 of the pipe tube 110 can be adjusted according to the position of the fracture zone (concentrated leaking section) and the magnitude of the water pressure required to be reduced.

As shown in FIGS. 8 to 10, the tunnel fixing part 300 includes an expandable pressing segment 320 fixedly installed on the inner circumferential surface of the end portion of the pipe 110, while the wedge 310 is being worn. A drain connection cap 340 screwed to the outer circumferential surface of the distal end of the porous tube 110; A platen 350 fixedly installed on the pipe 110 including the drain connection cap 340; And a nut 370 disposed on the outer side of the pressure plate 350 and fastened to the distal end of the wedge 310.

That is, the tunnel fixing unit 300 is a device for fixing the tubular pipe 110 to the tunnel lining L. In order to reduce the internal displacement of the tunnel T, a tensile force acting on the support is called a tunnel T, And does not affect the usability of the tunnel T by treating the inflow water through the connection with the pipe 110 inside the tunnel T. [

The tunnel fixing portion 300 includes a wedge 310, an expandable pressing segment 320, a drain connection cap 340, a support plate 350, and a nut 370.

11, the wedge 310 is formed to extend in a straight line from the other end of the two-step circular weights 312, which are formed in a frusto-conical shape, with the same diameter, and at the same time, And a fixing rod 316 having a thread 314 formed therein.

That is, the wedge 310 is composed of a two-round weave portion 312 and a threaded fixing rod 316. When the threaded portion 314 is pulled by using the washer 390 inside the tunnel T, And the inner half step portion 312 applies a tensile force and a gripping force to the expandable pressing segment 320.

11, three or four metal pieces 322 are assembled as a whole to form a pressing segment 324, and the inner peripheral surface of the pressing segment 324 is provided with one side end A groove 328 having a predetermined depth is formed on the outer peripheral surface of the pressing segment 324 and a rubber ring 330 is attached to the groove 328 It is an embedded structure.

The expandable pressurizing segment 320 is extended by the movement of the wedge 310 therein to fix and support the pipe 110 in the pipe 110 and to apply a tensile force to the pipe 110. [ to be.

The drain connection cap 340 is connected to the drain pipe 380 inside the tunnel T to process inflow water from outside the tunnel T. [

In addition, the above-mentioned pressure plate 350 transmits the tension force of the drainage system for anchor for a tunnel according to the present invention to the tunnel lining to prevent the internal displacement.

A fixing screw 360 is coupled to the pressure plate 350 and the pressure plate 350 is attached to the lining L of the tunnel T by the fixing screw 360.

The nut 370 is coupled to a screw 314 of the wedge 310 to tension the wedge 310 by rotation of the nut 370 to provide an expandable pressurizing segment 320 that wraps the wedge 310 Tightly in contact with the inside of the tube 110 and tension the tube 110.

Meanwhile, a deformation preventing circular cap 400 is fixedly installed between the end plate of the pipe plate 350 and the end of the pipe 110.

In other words, the deformation preventing circular cap 400 is screwed to the end of the pipe tube 110 to prevent damage to the pipe tube 110 due to the pressure applied by the expandable pressure segment 320.

By preventing the deformation preventing circular cap 400 and the expandable pressing segment 320 from being damaged, the pipe 110 can be prevented from being damaged and a tensile force can be applied.

Further, a water expansion rubber exponent material 410 is fixedly installed between the deformation preventing circular cap 400 and the end of the pipe tube 110.

The water expansive rubber exponent material 410 prevents the fluid flowing inside the pipe 110 from leaking to the outside of the pressure plate 350.

 Hereinafter, the construction of the drainage system for anchor for a tunnel according to the present invention constructed as described above will be described.

12A to 12H are process charts showing a process of constructing an anchor and drainage system for a tunnel according to the present invention. FIGS. 13A to 13E are views showing a tunnel construction process Fig.

As shown in these drawings, the method for constructing a drainage system for anchor for a tunnel according to the present invention includes a fusing unit 100 having a constant diameter and a length and having a hole 110 formed in a side surface thereof; A drain 200 formed of a hollow filter 210 inserted at a predetermined position of the hole 110; An expandable pressing segment 320 fixedly installed on the inner circumferential surface of the distal end of the porous tube 110 while surrounding the wedge 310; A drain connection cap 340 screwed to an outer circumferential surface of the distal end of the porous tube 110; A platen 350 fixedly installed on the pipe 110 including the drain connection cap 340; And a tunnel fixing part 300 composed of a nut 370 which is disposed on the outer side of the supporting plate 350 and is fastened to the front end of the wedge 310. In this way, A step (S I) of placing a primary lining (L1) by pouring and curing concrete inside a tunnel (T); Drilling a predetermined position of the primary lining (L1) to a predetermined diameter and depth to form a perforation hole (SII); Inserting a perforation hole (H) having a predetermined diameter and length into the perforation hole (S III); A step of inserting a grouting tube 120 having a predetermined diameter and a predetermined length into the hole 110 and injecting grout material 130 through the grouting tube 120 to grout a predetermined portion of the hole H S IV); Providing a waterproofing membrane (140) on the primary lining (L1) and installing a sealant (150) on the bottom of the pipe (110) to prevent concrete inflow (S V); Placing (S VI) a secondary lining (L2) by placing and curing concrete in the waterproof membrane (140); Removing the concrete inflow preventing seal 150 and installing a drain connection cap 340 at the tip of the pipe 110; (S VIII) of inserting the expandable pressing segment 320 with the wedge 310 wrapped around the inner circumferential surface of the leading end of the pipe 110; The step (SIX) of providing a water expanding rubber exponent material (410) in the pipe (110) including the expandable pressure segment (320) and installing a deformation preventing circular cap on the water expanding rubber exponent material (410); A step SX of installing a pressure plate 350 on the outer side of the deformation preventing circular cap 400 and fixing the pressure plate 350 to the tunnel secondary lining L2 with the fixing screw 360; A nut 370 is inserted into the wedge 310 of the expandable pressurizing segment 320 and is simultaneously rotated to bring the expandable pressurizing segment 320 into close contact with the pipe 110.

That is, as shown in FIGS. 12A to 12H, a method of constructing a drainage system for anchor for a tunnel according to the present invention includes a first lining (L1) construction step (SII), a hole forming step (SII) (S Ⅲ), the grouting step (S Ⅳ), the installation step (S Ⅴ) of the seal for preventing inflow of concrete (150), the construction step (S Ⅵ) of the second lining (S VII), installing the expansion type pressure segment 320 (S VIII), installing the deformation preventing circular cap 400 (S IX), fixing the pressure plate 350 (S X); And a step (S XI) of adhesion of the tunnel pipe (110) is sequentially carried out to construct a drainage system (S) serving as an anchor for a tunnel in the tunnel (T).

As shown in FIG. 12A, the primary lining (L1) construction step S I is performed by placing and curing concrete in the tunnel T to construct a tunnel primary lining L1 having a constant thickness .

12 (b), the predetermined position of the tunnel primary lining L1 is punctured upward to a predetermined diameter and depth to form the perforation hole H, .

Next, as shown in FIG. 12C, the perforated pipe 110 is inserted into the perforated hole H with a predetermined diameter and length inserted into the perforated pipe 110 (S III).

12D, the grouting step S IV is performed by inserting a grouting tube 120 having a predetermined diameter and length into the pipe tube 110 and supplying the grouting tube 120 with cement milk or urethane Grouting material 130 is injected to grout a predetermined portion of the upper end of the perforation hole H. [

12E, the waterproofing membrane 140 is installed on the primary lining L1, and the waterproofing membrane 140 is installed on the lower end of the pipe 110. [ A seal 150 for preventing the inflow of concrete is installed at the time of pouring.

Next, as shown in FIG. 12F, the secondary lining (L2) construction step S VI is performed by placing and curing concrete in the waterproofing membrane 140 to construct a tunnel secondary lining L2 having a constant thickness .

12G and 13A, the drainage connection cap 340 is installed in the drainage connection cap 340. The concrete drainage prevention seal 150 is removed and the drainage connection cap (not shown) is attached to the front end of the drainage connection cap 340 340 are installed.

Next, as shown in FIG. 13B, the expandable pressing segment 320 is inserted into the inner circumferential surface of the leading end of the pipe 110 while the wedge 310 is wrapped around the enlarged pressing segment 320 (S VIII) .

13C, the waterproof rubber exponential material 410 is installed in the pipe 110 including the expandable pressure segment 320, The deformation preventing circular cap 400 is screwed to the pipe 110 in a state including the water expansive rubber exponent material 410.

13D, the pressure plate 350 is installed on the outer side of the deformation preventing circular cap 400 and the fixing screw 360 is used to fix the tunnel secondary lining 400. [ (L2).

13E, the nut 370 is inserted into the wedge 310 of the expandable pressing segment 320 and simultaneously rotated to insert the expandable pressing segment 320 (FIG. ) Is brought into close contact with the porous tube 110.

A drain pipe 380 is screwed to a lower portion of the drain connection cap 340 to drain the inflow water generated outside the tunnel T to the lower portion of the tunnel through the drain pipe 380.

According to the drainage system and method for constructing an anchor for tunnel according to the present invention constructed as described above, groundwater flowing around a tunnel (T) lining L is guided and drained through a pipe 110, ) There is an operation effect of reducing the hydrostatic load acting on the lining (L) and also functioning as a support material.

The present invention also relates to a method of controlling a tunnel (T) lining (L) by transmitting a tensile force acting on a support material (T) to reduce the internal displacement of the tunnel (T) There is an effect that the usability of the tunnel T is not affected by treating the influent water from the outside via the connection with the drain pipe 380 inside the tank T. [

Although the above description has been made on the NATM TUNNEL, it is to be understood that the present invention can be easily modified to other shield tunnels (TBM tunnels).

The preferred embodiments described in the specification of the present invention are intended to be illustrative, not limiting, and the scope of the present invention is indicated by the appended claims, and all modifications that come within the meaning of the claims are included in the present invention. .

100: fusing unit 110:
112: hole 120: grouting tube
130: Grout material 140: Waterproof membrane
150: Seal to prevent concrete inflow 160: Packer
200: drainage part 210: hollow filter
300: Tunnel fixing part 310: Wedge
312: Section Two-headed portion 314: Threaded
316: stator rods 320: expandable pressure segment
322: metal piece 324: pressure segment
326: Taper 328: Groove
330: rubber ring 340: drain connection cap
350: Pliers 360: Fixing screws
370: Nut 380: Drain pipe
400: Deformation preventing circular cap 410: Water expansion rubber index material
H: Perforated hole L: Lining
L1: primary lining L2: secondary lining
S: Drain system combined with anchor for tunnel T: Tunnel

Claims (17)

A fusing unit having a constant diameter and a length, the fusing unit comprising a porous tube having a hole formed in a side surface thereof; A drain portion formed of a hollow filter inserted at a predetermined position of the oil pipe; An expandable pressing segment fixedly installed on an inner circumferential surface of a distal end of the porous tube in a state of wrapping a wedge; A drain connection cap screwed to an outer circumferential surface of the distal end of the tube; A piercing plate fixedly installed on a pipe including the drain connection cap; And a tunnel fixing portion which is composed of a nut disposed on the outside of the platen and fastened to a front end portion of the wedge. The method according to claim 1,
Wherein the tubular pipe is made of a fiber reinforced plastic. 3. The method according to claim 1 or 2,
And a packer is fixedly installed at a predetermined position of the pipe tube. The method according to claim 1,
The expandable pressurizing segment is formed with three to four metal pieces to form a pressurizing segment. A taper is formed on the inner circumferential surface of the pressurizing segment so as to narrow the inner diameter from one end to the other end of the pressurizing segment. And a rubber ring is inserted in the groove. The method according to claim 1,
Wherein the wedge comprises a stepped two-stepped portion made up of a truncated conical shape and a fixed rod extending in the same diameter straight line from the other end of the stepped two-stepped portion and having threads formed at the end thereof. The method according to claim 1,
And a drain pipe is screwed to the drain connection cap. The method according to claim 1,
And an anti-deformation circular cap is fixedly installed between the piping plate and the end of the pipe. 8. The method of claim 7,
Wherein an expansion rubber index material is fixedly installed between the deformation preventing circular cap and the end of the pipe. 1. A method of constructing an anchor double drainage system for a tunnel,
A step (S I) of constructing a primary lining by pouring and curing concrete inside the tunnel;
Drilling a predetermined position of the primary lining to a predetermined diameter and depth to form a perforation hole (SII);
Inserting a perforation hole having a predetermined diameter and length into the perforation hole (SIII);
Inserting a grouting tube having a predetermined diameter and a predetermined length into the pipe tube, grouting a certain portion of the perforation hole by injecting grout material through the grouting tube (SIV);
Providing a waterproof membrane on the primary lining and installing a seal for preventing concrete inflow at the bottom of the pipe (S V);
Placing (S VI) a secondary lining by placing and curing concrete on the waterproof membrane;
Removing the concrete inflow preventing seal and installing a drain connection cap at a front end of the pipe (S VII);
(S VIII) of inserting the expandable pressing segment in a state of wrapping the wedge on the inner circumferential surface of the end portion of the pipe;
Providing a water expansion rubber exponent material in a pipe including the expandable pressure segment, and installing a circular cap for preventing deformation of the water expansion rubber exponent (SIX);
(SX) of installing a pressure plate on the outside of the deformation preventing circular cap and securing it to the tunnel secondary lining with a fixing screw;
And a step (SXI) of inserting a nut into the wedge of the expandable pressurizing segment and simultaneously rotating the nut to apply a tensile force to the expandable pressurizing segment to the pipe. 10. The method of claim 9,
The anchor and drainage system for a tunnel includes: a fusing unit having a predetermined diameter and a length, the fusing unit having a hole formed in a side surface thereof; A drain portion formed of a hollow filter inserted at a predetermined position of the oil pipe; An expandable pressing segment fixedly installed on an inner circumferential surface of a distal end of the porous tube in a state of wrapping a wedge; A drain connection cap screwed to an outer circumferential surface of the distal end of the tube; A piercing plate fixedly installed on a pipe including the drain connection cap; And a tunnel fixing portion formed of a nut disposed outside the pressure plate and fastened to a front end portion of the wedge. 11. The method of claim 10,
Wherein the piercing pipe is made of a fiber reinforced plastic. The method according to claim 10 or 11,
And a packer is fixedly installed at a predetermined position of the pipe tube. 11. The method of claim 10,
The expandable pressurizing segment is formed with three to four metal pieces to form a pressurizing segment. A taper is formed on the inner circumferential surface of the pressurizing segment so as to narrow the inner diameter from one end to the other end of the pressurizing segment. And a rubber ring is inserted into the groove. The method of claim 1, wherein the rubber ring is inserted into the groove. 11. The method of claim 10,
Wherein the wedge comprises a stepped two-stepped portion made of a frusto-conical shape and a fixed rod extending in the same diameter in a straight line from the other end of the stepped two-stepped portion and having threads formed at the end thereof. . 11. The method of claim 10,
And a drain pipe is screwed to the drain connection cap. 10. The method of claim 9,
And a circular cap for preventing deformation is fixedly installed between the piping plate and the end of the pipe. 17. The method of claim 16,
And a water expansion rubber exponent material is fixedly installed between the deformation preventing circular cap and the end of the porous pipe.

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