KR20170087786A - Reinforcement method of Tunnel - Google Patents
Reinforcement method of Tunnel Download PDFInfo
- Publication number
- KR20170087786A KR20170087786A KR1020160007809A KR20160007809A KR20170087786A KR 20170087786 A KR20170087786 A KR 20170087786A KR 1020160007809 A KR1020160007809 A KR 1020160007809A KR 20160007809 A KR20160007809 A KR 20160007809A KR 20170087786 A KR20170087786 A KR 20170087786A
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- South Korea
- Prior art keywords
- stiffener
- excavation
- steel pipe
- grout
- grouting
- Prior art date
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D13/00—Large underground chambers; Methods or apparatus for making them
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/028—Devices or accesories for injecting a grouting liquid in a bore-hole
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/008—Driving transverse tunnels starting from existing tunnels
Abstract
A tunnel reinforcement method is disclosed. The tunnel reinforcement method according to the present invention reinforces a tunnel by reinforcing the upper part of a tunnel excavation surface to be excavated in advance by a steel pipe reinforcing material, then excavating the tunnel to a planned depth, installing a steel beam on the excavation surface, and installing a shotcrete A drilling step of forming a perforation hole inclined upwards from the excavation end face of the excavation soil toward the upper part to be excavated; a grouting step of reinforcing the pore wall by fixing the steel pipe reinforcement to the perforation hole by inserting the steel pipe reinforcement into the perforation hole and grouting; A step of installing a steel girder beam to install a steel beam on the excavation surface after excavating the excavation ground in a planned stepwise depth from the section, and a step of casting a shotcrete to reinforce the excavation surface by arranging the shotcrete to a thickness such that the steel girder can be embedded In the piercing step, the steel of the Nth excavation ground from the excavation section Beam spot over the top of it by the trench cross-section and the N-th beam Kang Ji least one or more beam spot exists, Kang Ji perforated base up to the perforations so as to pass through between that spot.
Description
The present invention relates to a tunnel reinforcement method, and more particularly, to a tunnel reinforcement method in which an upper half of a ground to be excavated is reinforced in advance by using steel pipe grouting so as to prevent ground collapse or displacement during excavation.
In tunnel construction, steel pipe grouting method using steel pipe type reinforcement is generally used for reinforcing the upper ground of excavation surface. This is an effective method for reinforcing the tunnel which is widely used when excavating tunnels on soft ground. It is an effective method to prevent ground collapse or displacement in the excavation process by pre-strengthening the excavated area before excavation.
In tunnel reinforcement using steel pipe grouting, generally, the vicinity of the upper half of the excavation surface is drilled in the longitudinal direction of the tunnel, a steel pipe reinforcing material is installed in the hole by perforation, and the steel pipe reinforcing material, steel pipe reinforcing material, And the inside of the ground around the perforation hole wall is reinforced by the upper grooves of the excavation surface by pressure grouting.
The drilling is carried out using a dedicated drilling rig equipped with a drill bit. After inserting the steel pipe stiffener into the drilling hole, the drilling hole entrance is caulked using a caulking bag or quick-setting material. Then, the grout material is injected through the grout hose in a pressurized manner, thereby increasing the tensile strength around the ground to be excavated so as to strengthen the shear resistance.
On the other hand, the NATM method (New Austrian Tunneling Method), which is generally used for tunnel excavation, is a method in which an H beam or an angled support beam is installed immediately on the excavated free surface (excavation surface) The excavation site is reinforced by placing the shotcrete with a certain thickness around it, and the excavation surface is stabilized.
When reinforcing the upper half of the tunnel with the steel pipe grouting by tunneling using this NATM method, one end of the steel pipe reinforcement installed upward at a predetermined angle to the excavation face upper ground (the rear end with reference to the tunneling direction) The reinforcement effect can be maximized.
Length, spacing, and angle of the steel pipe to be installed during the grouting of the steel pipe are determined within the appropriate range of the circumference of the tunnel considering the ground condition or the lipid in the tunnel design stage. The length is reduced and the reinforcing effect is lowered).
However, due to the interference between the drifter and the steel girder of the drilling equipment and the length of the steel pipe itself, the steel pipe proposed in the design is installed due to the field conditions in which the work should be performed in a limited space in performing the steel pipe grouting for the excavation- There is a problem that it is difficult to apply the angle (5 DEG to 20 DEG) as it is.
In order to comply with this, it is necessary to construct a cross-sectional type as shown in Figs. 1A and 1B in accordance with the installation angle of the steel pipe reinforcement at each planned excavation depth. However, The tunnel must be excavated while changing it, so that the air is lengthened and the construction cost is increased.
In addition, since the size of the
Therefore, in order to reduce the construction cost and simplify the process, the excavation and reinforcement are not generally performed, but the excavated ground is excavated at the planned depth at once, then the steel beam is installed on the excavated surface and the steel pipe grouting is performed. In order to limit the installation angle of the steel pipe.
In FIGS. 1A and 1B,
A problem to be solved by the present invention is to provide a method of drilling a steel pipe before drilling at a surface (excavation section) at an intermediate position by advancing a drilling point for installing a steel pipe reinforcement before reaching a ground to be excavated, To provide a tunnel reinforcement method capable of grouting steel pipe for reinforcement above a tunnel excavation surface at a steel pipe installation angle (5 ° to 20 °) proposed in the design.
According to the embodiment of the present invention as means for solving the problem,
A tunnel reinforcement method for reinforcing a tunnel by reinforcing an upper part of a tunnel excavation surface to be excavated with a steel pipe reinforcing material, excavating the tunnel to a planned depth, installing a strong beam and a shotcrete on the excavation surface,
A perforation step of forming a perforation hole inclined upward from an excavation end face of the excavated soil toward an upper part of the ground to be excavated;
A grouting step of inserting a steel pipe reinforcing material into the hole and grouting the steel pipe reinforcing material to fix the steel pipe reinforcing material to the hole and reinforcing the steel wall;
Excavating the excavated ground from the excavated section to a planned step depth;
A steel beam installation step in which a steel beam is installed on the excavation surface; And
And a shotcrete pouring step of pouring the shotcrete to a thickness at which the steel girder can be embedded, thereby reinforcing and arranging the excavation surface,
Wherein the drilling is performed such that the drilled hole passes through the upper edge of the N-th excavation site from the excavation section and passes through at least one edge of the steel girder between the excavation section and the N-th steel girder. The present invention provides a method of reinforcing a tunnel.
Here, a part of the preceding steel pipe reinforcement already installed on the excavating ground and the part of the Nth steel pipe reinforcement which is installed in the perforation hole passing the upper part of the Nth steel pipe supporting part of the ground to be excavated and supported by the Nth steel pipe supporting part is overlapped, It is preferable that the Nth precipitation site be positioned.
In addition, when forming the perforation hole on the ground to be excavated, the steel pipe stiffener may be inserted into the perforation hole by a direct hole drilling method in which the steel pipe stiffener is pushed into the perforation hole at the same time as the drilling.
The steel pipe reinforcing member may be a main stiffener and an auxiliary stiffener connected in a straight line. The auxiliary stiffener may be inserted into the perforation hole together with the main stiffener. When the main stiffener is inserted up to a predetermined position, It is preferable that only the main stiffener inserted in a predetermined position of the hole is fixed by grouting.
At this time, it is preferable that one end of the main reinforcement is positioned in the perforation hole above the Nth steel girder beam spot.
Preferably, the main stiffener and the auxiliary stiffener are connected to each other through a hole-holding tube which surrounds and connects the opposing side ends of the two stiffeners, or the side end portions facing each other are connected to each other in a screwed manner, or the main stiffener and the auxiliary stiffener It is preferable to form a notch in the circumferential direction at the boundary between the two stiffeners so that the auxiliary stiffener can be easily removed from the main stiffener.
As another example, one or more of the notches may be formed in the longitudinal direction of the auxiliary stiffener so that the auxiliary stiffeners, which are slightly exposed at the time of tunnel excavation, may be sequentially cut.
The main stiffener may include a plurality of injection holes for discharging the grout material to the outside, and the injection holes may be formed spirally around the main stiffener to prevent the flexural rigidity from being deteriorated.
In the grouting step, grouting can be performed by a simultaneous pressure grouting method using a plurality of grout hoses having different lengths and an air vent hose for air discharge.
At the same time, the simultaneous pressurized grouting is performed such that a plurality of grout hoses and air vent hoses are extended out of the perforation holes from the front end of the steel pipe reinforcement member, while the grout hoses extending out of the perforation holes are connected to the grout pump and the air vent valve of the air vent hose is opened Installing hoses; A perforation hole sealing step for sealing an inlet of the perforation hole; Filling the grout material between the steel pipe reinforcement and the steel pipe reinforcement through the grout hose connected to the grout pump; And a grouting step in which the air vent valve of the air vent hose is closed when the grout material is ejected through the air vent hose so as to grout the grout material so as to fill the grout material through the perforation hole to a uniform pressure throughout the ground.
As another example, in the grouting step, the grouting may be performed by a multi-stage pressure grouting method in which the grout hose with the shrinkable / expandable packer is moved from the end of the perforation hole to the perforation hole entrance side in a stepwise manner.
In addition, after excavating the excavation site at the planned depth of the excavation, the excavation surface side where the steel pipe stiffener is not installed and the excavation surface using the selected one of the rock bolts, tie bolts, and steel pipes in the normal direction of the excavation surface, And a step of installing the reinforcement material.
According to the tunnel reinforcement method according to the embodiment of the present invention, before reaching the ground to be excavated, the drilling point for installing the steel pipe reinforcement is advanced, and the steel pipe is grouted at the intermediate surface (drilling section) By performing excavation step by step up to the ground, it is possible to grouting steel pipe for reinforcement above the tunnel excavation surface with steel pipe installation angle (5˚ ~ 20˚) suggested in the design.
In addition, by separating the steel pipe stiffener into a main stiffener and an auxiliary stiffener acting as a push rod, the auxiliary stiffener, which serves as a push rod, can be separated and removed after inserting the main stiffener to the planned position, There is no need for additional work for cutting the exposed steel pipe reinforcement in the process of excavating the steel pipe.
FIGS. 1A and 1B are an enlarged view of a construction state and a substantial part showing a steel pipe grouting method according to the prior art of a cross-sectional system.
2 is a block diagram of a tunnel reinforcement method according to the present invention;
FIGS. 3 to 14 are detailed views of steps of the tunnel reinforcement method according to the present invention.
15 is a view showing various embodiments of a steel pipe stiffener applied to a tunnel reinforcement method according to the present invention.
16 is a view showing another embodiment of a steel pipe stiffener applied to a tunnel reinforcement method according to the present invention.
17 is a view showing still another embodiment of a steel pipe reinforcement applied to a tunnel reinforcement method according to the present invention.
18 is a view showing still another embodiment of a steel pipe reinforcement applied to a tunnel reinforcement method according to the present invention.
Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings. In the description of the present invention, a detailed description of known configurations will be omitted, and a detailed description of configurations that may unnecessarily obscure the gist of the present invention will be omitted. The same reference numerals are given to the same constituent elements.
In the present invention, the upper part of a tunnel excavation surface to be excavated is reinforced with steel pipe grouting using a steel pipe reinforcing material in advance, then the tunnel is excavated to a predetermined depth, a steel girder beam installation and a shotcrete are installed on the excavation face to reinforce the tunnel, We propose a new method that can satisfy the steel pipe installation angle (5˚ ~ 20˚, θ) suggested in the design for reinforcement by grouting in advance.
Specifically, prior to reaching the site to be excavated, the perforation point for installing the steel pipe reinforcement is advanced to drill the pipe surface (excavation section) at the intermediate position, and the steel pipe grouting is performed first. We propose a reinforcing method that can reinforce the upper part of the tunnel excavation surface by performing steel pipe grouting with the proposed steel pipe installation angle (5˚ ~ 20˚).
2 is a block diagram of a tunnel reinforcement method according to the present invention. The tunnel reinforcement method proposed by the present invention will be schematically described first.
Referring to FIG. 2, the method of reinforcing a tunnel according to the present invention includes a drilling step (S10), a grouting step (S20), a drilling step (S30), a steel beam installation step (S40), and a shotcrete pouring step (S50) And a support material mounting step (S45) for reinforcing the excavation surface by using the support material (45) before and after the steel girder beam installation.
The drilling step S10 is a step of forming a perforation hole H upwardly inclined from the excavation end face of the excavated ground where the excavation has already been performed toward the upper part to be excavated. In the perforating step S10, a perforating machine such as a jumbo drill or a crawler drill is used. At this time, by using a known direct drilling method in which the
(N-1) existing at least one between the excavation section and the Nth precipitation site passing over the Nth excavation site (N) of the Nth excavation planned ground from the excavation section in drilling the perforation hole (H) The steel
For example, considering the overlapping distance of the front and rear
As a result, if the virtual straight line passing through the first steel girder beam (N-1) and the second steel beam beam (N) of the excavation target ground in the final excavation cross section is aligned with the axial center of the hole H, (20-2) can be installed at the steel pipe installation angle (5˚ ~ 20˚) suggested in the design while satisfying the structure that is supported on the second steel girder beam after the stepwise excavation.
The spacing of the
As a result, the steel girder N, which supports the front end of the rear steel pipe stiffener 20-2 located relatively behind, is not limited to the specific excavation target ground from the excavation end face (N-1) between the excavation cross-section (A) and the Nth precipitation site (N) to satisfy the range of angles (5˚ to 20˚) One must exist.
That is, at least one steel girder should be located between the steel girder N where the leading end of the steel pipe reinforcement 20-2 is to be supported and the excavating end. For this, at least a second excavation The steel strip supporting member 20-2 is provided with a steel strip supporting member so that the steel strip supporting member can support the leading end of the steel strip reinforcing member 20-2.
After the perforation is completed, the
As described above, the insertion of the
The
The
In the grouting step S20, a plurality of
The excavation step S30 is a step of excavating the ground to be excavated from the excavation end face A to the planned step depth after completion of the excavation upper ground reinforcement through press grouting (refer to FIG. 12). Depending on the ground condition, excavation depth can be derived from the design based on the ground condition and considering the upper ground load, and excavation can be applied to all known excavation methods such as excavation using excavation equipment or excavation equipment depending on the ground condition.
After the excavation is completed through the planned depth and shape through the excavation, the
An excavation surface side portion in which the steel
At this time, the support material (45) is to withstand the ground load at the upper part of the tunnel.
Hereinafter, a tunnel reinforcement method according to the present invention will be described in more detail with reference to the detailed construction diagrams of FIG. 3 through FIG. As shown in the example of Fig. 3, when the strong nose spot N supporting the front end of the rear steel pipe stiffener 20-2 is located on the second excavation target ground from the excavation end face A The reinforcing method according to the present invention will be described.
In the piercing step S10, a perforation hole H is formed upward from the excavation end face A of the excavation site where the excavation has been performed toward the upper part of the ground to be excavated. The drilling is performed by using a
As shown in Fig. 4, when the perforation hole H is formed, the perforation hole H extends from the excavation end face A to the upper edge N of the second excavation site B2, (H) between the first excavation site (B1) and the second excavation site (N-1) between the first excavation site (N) and the second excavation site (N). Though there is a slight difference in excavation depth, the drilling angle is in the range of angles proposed by the design (5˚ ~ 20˚).
When the drilling is completed, the
In this case, the
The
The connection between the
17, the
At this time, one or more notches may be formed in the longitudinal direction of the
As shown in the example of Fig. 18, a method of using the
At this time, the
Since the
Of course, the present invention is not limited to the connection structure illustrated in the drawings, but may be a structure in which the
The
After the
Of course, when grouting is performed by a known multi-stage pressure grouting method in which grouting is performed while moving grout hoses with shrinkable / expandable packers from the end of the perforation holes stepwise toward the perforation hole entrance side, grouting is carried out with a packer around the end- By simply placing the grout hose at the end of the perforation hole, the preparation for grouting can be completed (not shown).
After the
The sealing of the opening of the perforation hole H is performed by a method using a quick-setting
When a caulking bag is provided at one end of the tubular adapter facing the tip of the
The
The grout material 290 is filled in the
If the grout material 290 is filled without the
After grouting, the grout hose is closed and separated from the pump so that the grout material is sufficiently cured (Fig. 11). When the grout material is sufficiently cured, the first excavation site B1 is excavated from the excavation section A to the planned depth, the girder beam 40-1 is installed, and the
Excavation is performed while removing the grout hoses and air vent hoses exposed to the excavated ground ceiling part in the excavation for the ground B1 or B2 to be excavated. At this time, in order to easily remove the grout hoses and the air vent hoses which are exposed step by step in the excavation process, a notch is formed in the grout hoses and the air vent hoses to be located in the drilling holes, or the hoses are cut to a predetermined size Member may be considered.
In the case of using a steel pipe stiffener in which the auxiliary stiffener and the main stiffener are integrally formed (in the case of FIG. 17), the auxiliary stiffener is also exposed in the process of excavating the excavation ground, so it must be removed together with the grout hose and air vent hose. In the case of using the separate steel pipe stiffener (Figs. 15 and 16), since the auxiliary stiffener is removed before grouting, it is unnecessary to remove the auxiliary stiffener in the excavation process.
A part of the front end of the
14, the steel
According to the embodiment of the present invention, before reaching the ground to be excavated, the drilling point for installing the steel pipe reinforcement is advanced, and the steel pipe is grouted at the middle surface (drilling section) at the intermediate position. , It is possible to grooving the steel pipe for reinforcement above the tunnel excavation surface with the steel pipe installation angle (5˚ ~ 20˚) proposed in the design.
In addition, by separating the steel pipe stiffener into a main stiffener and an auxiliary stiffener acting as a push rod, the auxiliary stiffener, which serves as a push rod, can be separated and removed after inserting the main stiffener to the planned position, There is no need for additional work for cutting the exposed steel pipe reinforcement in the process of excavating the steel pipe.
In the foregoing detailed description of the present invention, only specific embodiments thereof have been described. It is to be understood, however, that the invention is not to be limited to the specific forms thereof, which are to be considered as being limited to the specific embodiments, but on the contrary, the intention is to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the invention as defined by the appended claims. .
A: Excavation section B1, B2: Excavation ground
H: Perforation hole 20: Steel pipe stiffener
22: main stiffener 24: auxiliary stiffener
26: grout hose 27: clearance material
28: Airbot Hose 29: Water Billing
40: Kangji Bridge 45: Support
50: Shotcrete
Claims (12)
A drilling step (S10) of forming a perforation hole (H) inclined upwards from an excavation end face (A) of the excavation soil toward the upper part to be excavated;
A grouting step (S20) of inserting the steel pipe stiffener (20) into the hole (H) and grouting the steel pipe stiffener (20) to fix the steel pipe stiffener (20) to the hole (H) and reinforcing the steel wall;
An excavating step (S30) of excavating the excavated ground from the excavated section (A) to a planned stepwise depth;
A steel girder beam installing step (S40) of installing the steel girder beam (40) on the excavation surface; And
And a step (S50) of placing a shotcrete reinforcing the excavation surface by arranging the shotcrete (50) to a thickness at which the steel girder beam (40) can be buried,
In the drilling step (S10), at least one creepage site existing between the excavation section (A) and the Nth precipitation site passes from the excavation section (A) above the precipitation site N of the Nth excavation site (N-1) through the hole (H).
A forward steel pipe stiffener 20-1 installed at the upper part of the excavation site and a post pipe steel stiffener 20 installed at a perforation hole H passing over the Nth steel girder site N of the excavation site, -2) are overlapped with each other so that the Nth precipitation site (N) is positioned at the overlapping start point.
Wherein the steel pipe stiffener (20) is inserted into the hole (H) by a direct hole drilling method in which the steel pipe stiffener (20) is pushed into the hole (H) at the same time as the drilling.
The steel pipe stiffener 20 is composed of a main stiffener 22 and an auxiliary stiffener 24 connected in a straight line,
The auxiliary stiffener 24 is inserted into the perforation hole H together with the main stiffener 22 and removed from the main stiffener 22 when the main stiffener 22 is inserted to a predetermined position,
Wherein only the main stiffener (22) inserted in a predetermined position of the perforation hole (H) is fixed by grouting.
And one end of the main reinforcement 22 is positioned in the perforation hole H above the Nth N strong ground station N. [
The main stiffener 22 and the auxiliary stiffener 24 may be connected to each other through a hole holding pipe 210 which surrounds the opposite end portions of the two stiffeners at the same time or the side end portions facing each other may be connected to each other in a screw- The auxiliary stiffener 22 and the auxiliary stiffener 24 are formed as one body so that the auxiliary stiffener 24 can be easily detached from the main stiffener 22 by forming the notch 200 in the peripheral direction at the boundary between the two stiffeners The tunnel reinforcement method comprising:
Wherein at least one of the notches (200) is formed in the longitudinal direction of the auxiliary stiffener (24) so that the auxiliary stiffeners (24) exposed gradually during the tunnel excavation can be sequentially cut.
The main reinforcement (22) has a plurality of injection holes for discharging the grout material to the outside, and the injection holes are formed in a spiral shape around the main reinforcement (22) so that the flexural rigidity is not lowered. Reinforcement method.
Wherein the grouting step (S20) simultaneously grooves grout using a plurality of grout hoses (26) of different lengths and an air vent hose (28) for air discharge.
The simultaneous pressurized grouting may include:
Grout hoses 26 and air vent hoses 28 extend out of the perforation holes H from the front end of the steel pipe stiffener 20 while the grout hoses 26 extending outside the perforation holes H extend through the grout pump P, And the air vent valve (280) of the air vent hose (28) is opened;
A perforation hole sealing step of sealing the inlet of the perforation hole (H);
A grout refilling step of filling a grout material between the steel pipe reinforcing member 20 and the steel pipe reinforcing member 20 through the grout hose 26 connected to the grout pump P; And
When the grout material is ejected through the air vent hose 28, the air vent valve 280 of the air vent hose 28 is closed to pressurize the grout material to be filled with uniform pressure through the perforation hole H And a grouting step (S20).
Wherein grouting is performed by a multi-stage pressure grouting method in which the grout hose with the shrinkable / expandable packer is moved from the tip of the perforation hole (H) to the inlet side of the perforation hole (H) stepwise in the grouting step (S20) Way.
After the excavation of the excavation site by the planned depth of steps, the excavation surface side portion on which the steel pipe stiffener 20 is not installed and a support material 45 selected from a rock bolt, a tie bolt, and a steel pipe in the direction normal to the excavation surface are used Further comprising the step of installing a support material (S45) for reinforcing the excavation surface.
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2016
- 2016-01-21 KR KR1020160007809A patent/KR20170087786A/en not_active Application Discontinuation
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