KR20080112454A - Reinforcement assembly for preventing ground collapse, its construction method and assembly to be used therefor - Google Patents

Abstract

A shear reinforcement assembly is provided to utilize for advanced reinforcement of an underground structure or reinforcement after excavation, to make installation simple, and to increase resistance to activity by increasing ground improvement effect such as the strength of the surrounding ground, increasing shear strength, etc. A shear reinforcement assembly comprises many umbrella ribs shaped shear reinforcement members(6) suspended on a wall of a reinforcement member or spread toward the front outside of a reinforcement member to make frictional resistance to be at work when drawing out or tensing a tension reinforcement member(1a), a shear reinforcement member binder(7) fixed to the tension reinforcement member, and a cone member(8) for spreading a shear reinforcement member provided with a conic plane or an incline to face the front outside of the reinforcement member and installed around the tension reinforcement member at the front of the shear reinforcement member binder.

Description

Reinforcement assembly for preventing ground collapse, its construction method and assembly to be used therefor}

Figure 1a is a block diagram of a state for the insertion of the ground breaking prevention reinforcement assembly is applied to the rocking bolt or nailing is an umbrella-type underload body and shear reinforcement assembly according to an embodiment of the present invention, Figures 1b and 1c Sections of lines AA and BB.

FIG. 2 is a view illustrating a state in which the ground collapse preventing reinforcement assembly of FIG. 1A is installed in a reinforcing hole. FIG.

Figure 3a is a detailed view of the structure of the load bearing body and shear reinforcing assembly, Figure 3b is a perspective view of one example of the cone member for shear reinforcing member deployment.

Figure 4a is a schematic view of the state for the insertion of the ground collapse preventing reinforcement assembly using a steel bar or strand as a tensile reinforcing member, Figure 4b and 4c is a cross-sectional view of the line C-C of Figure 4a for the steel bar and the strand.

FIG. 5 is a view illustrating a state in which the ground collapse preventing reinforcement assembly of FIG. 4A is installed in a reinforcing hole. FIG.

Figures 6a and 6b is a detailed view showing the main structure of the umbrella-shaped load-bearing body and shear reinforcement assembly using a strand or steel rod as the tensile reinforcing member (tensile material).

FIG. 7A is a schematic configuration diagram of the ground collapse preventing reinforcement assembly having a shear reinforcing assembly according to another embodiment of the present invention, and FIG. 7B is a cross-sectional view of the line C-C of FIG. 7A showing a detailed structure of the shear reinforcing assembly.

8A to 8C are schematic views of the ground collapse preventing reinforcement assembly showing various installation configurations of the shear reinforcement assemblies according to the present invention.

Figure 9 is a schematic diagram showing an example of the compression compression band formed by applying the present invention in the advanced reinforcement method of underground structures such as tunnels and constructing according to the present invention.

10A is a schematic sectional view taken along line DD showing an example of the compression compression band formed by applying the present invention to the rock bolt method, which is a reinforcement method after excavation of underground structures such as tunnels, and constructing according to the present invention, and FIG. 10B is an ellipse of FIG. 10A. Negative detail.

<Code Description of Main Parts of Drawing>

1: Ground collapse preventing reinforcement assembly 1a, 1b, 1c: tensile reinforcing member

2: fixing nut 3: fixing plate

5: releasable binding means 6: shear reinforcing member

7: Shear reinforcement member fastening bracket 8: Shear reinforcement member deployment cone member

9: appearance 10: inner tube

11: elastic means for development 13: steel joint

14: liner screw 15: nut

16: locking means 17: locking portion

17a: elastic deformation state 17b: bending deformation state

18: elastic deformation portion 19: fixing unit

21,22: settlement 24: sheath

25: polyethylene tube 30: load bearing body and shear reinforcement assembly

40: packer assembly 41: elastic sealing expansion table

42: absorbent expandable polymer 43: high sealing means

50: shear reinforcing assembly 51: shear reinforcing member

52: spacing member 53: binding means

60: underground structure 61: pressure compression table

62: relaxation area 80: reinforcement

The present invention relates to a ground collapse preventive reinforcement assembly, a construction method thereof, and a shear reinforcement assembly used therein, and specifically, a reinforcement method of a cut surface, a slope or a vertical excavation surface of a soil membrane method, and an advanced reinforcement method and excavation of an underground structure. Structure and construction method of ground collapse preventive reinforcement assembly such as nail / anchor / rock bolt with umbrella type load carrier and shear reinforcement assembly (hereinafter referred to as umbrella type load carrier) and shear reinforcement assembly used in post reinforcement method A shear reinforcing assembly.

Brief description of the prior art in this field is as follows.

○ Reinforcement method of slope and excavation vertical surface: As a reinforcement method of slope, nailing method or anchoring method is mainly used. Rock bolt method and nailing method insert a deformed rebar or steel bar into the ground and fill the space between the wall and the reinforcement material. It is a structure that grouts with injection material and transmits the earth displacement generated after installation to the pressure plate to resist the tensile or shear force of the reinforcement.

  The anchoring method mainly uses steel rods or strands as the tension member, and introduces tensile force from the outside by using the friction material between the injection material in the anchorage section and the injection material including the anchor body or anchor body and the hollow wall, and uses the tension load as the tension member installed in the free section. It is a technique to increase the stability of slopes or vertical excavation surface by transmitting to.

Conventional anchor method is divided into friction type and acupressure type according to the action of friction resistance in the anchoring section, friction type anchor is divided into friction type and compression type again. Conventional nailing and anchoring methods simply use frictional resistance, bearing pressure and tension or shear force of reinforcement or tension member in the anchoring section.

○ Tunnel reinforcement method:

Rock bolt and spray concrete are widely used in the post-excavation reinforcement method used in the New Austrian Tunnelling Method (NATM), which is currently used in tunnel construction. Among them, the function of the rock bolt method is that after the excavation of the ground, the generated displacements are different from each other at the leading end and the bottom of the rock bolt so that the displacement difference of the rock acts as the axial force of the rock bolt reinforcement and is relaxed by the displacement. By constructing the compression zone on the rock, the shear and strength characteristics of the base can be increased to explain the collapseable teeth and rock masses with the resistance of the compression zone of the base.

The rock bolt method, which is currently commonly used, inserts a deformed steel reinforcement into a major tunnel ground and injects an injection material such as cement mortar into the hole to form a loose rock that can be collapsed by the formation of a compression band by the axial force of the rock bolt. It is a method to reinforce the base by supporting it.

In addition, the rock bolt is generally injected without pressure in a grouting operation performed after the bolt is inserted, and the ground improvement effect by the injection material is difficult to expect.

○ Advanced reinforcement method of tunnel:

When advanced rock reinforcement in tunnels is very poor, the existing advanced reinforcement methods are used fore-poling, pipe roofing, and steel pipe multi-layering methods. The injection-type advanced column method (JSP / RJP engineering method) and the advanced urethane injection method were used to reinforce the ground using the effect of ground improvement by the injection material and the shear resistance by the reinforcement material.

However, in the case of re-destruction at the site where the existing rock bolt method or nailing method or anchor method is used, the cause is the uncertainty of the soil constant, the inadequate prediction in the expected fracture surface, the inappropriate installation interval, the tension In many cases, one or a combination of reasons, such as inappropriate selection of materials or stiffeners, inadequate settling calculations, and the action of excessive groundwater pressure, often results in re-disintegration of the excavation surface.

In addition, after reviewing the site of most reintegration accidents, the failure of the shear resistance of the expected fracture surface caused the fracture of the reinforcement or excessive bending. Therefore, the shear reinforcement was properly arranged in accordance with the failure form. It was necessary to construct.

In addition, the advanced reinforcing method in front of the membrane of underground structures, such as tunnels, improves the ground effect by injection materials such as cement milk, chemical liquid, urethane, etc. and enhances the strength by injection materials such as reinforcing bars, steel pipes, and sprayed cement, and shear resistance by reinforcement materials. There is a problem that the space-time spacing is narrow by using the effect mainly, and thus the construction cost increases.

Therefore, the present invention has been developed to solve these problems, and utilizing the present invention is expected to be a significant technical development, such as slope reinforcement, vertical wall reinforcement construction of the tunnel, advanced reinforcement method of the tunnel, reinforcement method after the membrane digging.

That is, an object of the present invention is to solve the problems of the prior art, the umbrella type shear reinforcing member is an umbrella-like shear reinforcing member at the same time as a tension force acting on the lower body by using an umbrella type load-bearing body and shear reinforcement assembly or a separate shear reinforcement assembly If the bedrock is soft rock and hard rock, it increases the frictional resistance and the frictional resistance is increased.If the ground is heavily fractured soft rock, weathered rock, weathered soil, and soil, the umbrella-shaped shear reinforcing member is external to the ground around the wall. It is inserted by the tensile force applied at the to increase the pull resistance and to exert the bearing pressure, to increase the shear resistance, and also to install the umbrella-like shear reinforcement member separately for the progressive failure in which many fracture surfaces are generated. Site ground condition or destruction type of excavation surface by installing one or more shear reinforcing members Which can accommodate a variety of expected collapse and form of tunnel prevents disintegration ground to provide a reinforcing assembly and the construction method with shear reinforcement assemblies used therein.

Accordingly, the ground collapse preventive reinforcing assembly having an umbrella type load bearing body and shear reinforcing assembly and / or shear reinforcing assembly invented in the present invention in the nailing / anchor / rock bolt method used on the excavation slope or the excavation surface as described above. By using it, it is possible to increase the permanent stability in slopes, earth clogs or tunnel construction.

In addition, in addition to the ground improvement effect by the injection material and the increase of the shear resistance by the reinforcement in the existing method, the front of the membrane using the umbrella-shaped load-bearing body and shear reinforcement assembly and / or a separate shear reinforcement assembly installed in the middle By applying artificial tensile force at the tip of the tunnel membrane to form an umbrella type compressive zone, or after excavation, rock bolts having an umbrella-loaded body instead of rock bolts are used. By improving the shear resistance characteristics of the ground itself by improving it, it is possible to contribute to the increase of the stability of the tunnel, such as prevention of falling accidents during tunnel excavation, and to improve the stability of underground structures such as tunnels by utilizing the ground collapse preventing reinforcement assembly according to the present invention. Ground collapse preventive reinforcement assembly and its construction method to increase and prepare for safety accidents It is another object of the present invention to provide a shear reinforcing assembly used therein.

As described above, the present invention artificially forms a prestressed compressive zone in the longitudinal, transverse, or inclined directions by introducing a tensile force by the ground collapse preventing reinforcement assembly against the tunnel front, thereby increasing strength and shear resistance of the ground. In addition, the method of increasing the independence of the ground around the tunnel can be prepared for the collapse of the tunnel ahead.

That is, by introducing the ground collapse prevention reinforcement assembly having an umbrella-type load-bearing body and shear reinforcing assembly according to the present invention and / or a shear reinforcing assembly installed in the middle, the space-time space can be increased economically by increasing the independence of underground structures such as tunnels. It is possible to selectively install shear stiffeners in sections along the expected collapsed surface for the decayable ground previously identified by physical exploration techniques such as tunnel mapping, advanced drilling survey, or forward spherical wave detection (TSP). It becomes possible.

In addition, while the rock bolts that are conventionally used in underground structures such as tunnels are simple compressive zones formed by the rock bolt axial force written in the displacement of the surrounding ground generated after excavation, the technical problem to be achieved in the present invention. By using a rock bolt with an umbrella-loaded body, the prestressed compressive zone is formed by the tensile force introduced from the outside, thus preventing the collapse of the tunnel that occurs after the completion of the reinforcement work that is common in conventional kernel construction. The development of new and advanced technical methods can be realized while further increasing the stability of the tunnels for the purpose of preventing them.

The present invention is applied to the ground collapse prevention reinforcement assembly used in the nailing / anchor / rock bolt method used in the reinforcement work such as slope reinforcement of the cut site or excavation work or earthquake reinforcement work and tunnel, advanced reinforcement work such as tunnel In this regard, the ground collapse prevention reinforcement assembly having an umbrella type load bearing body and shear reinforcement assembly or a separate shear reinforcing assembly is used in one or a plurality of ground fracture prevention reinforcing structures having a large shear force, so as to respond appropriately to the failure type and characteristics of the ground. This is a technique for increasing the stability of slopes, excavation vertical walls and tunnels.

○ Structure of ground collapse preventing reinforcement assembly having shear reinforcing assembly according to the present invention

In order to achieve the above object, slope reinforcement, earth retaining reinforcement or tunnel advanced reinforcement structure or excavation reinforcement structure using an earthquake-resistant reinforcing reinforcement assembly having an umbrella type load-bearing body and shear reinforcing assembly according to an embodiment of the present invention is expected to be destroyed. Perforate through the surface or collapsed surface to fix the ground collapse preventing reinforcement assembly in the fixing section and install the umbrella-type shear reinforcing member in the section on the expected fracture surface outside the fixing section, or separate the shear reinforcing member outside the tension member. After installation, using the restoring force of the elastic means for deployment (spring), the umbrella-shaped shear reinforcing member is brought into close contact with the hollow wall, and then the multiple shear reinforcing bodies are inserted into the ground outside the hollow wall or shear reinforcement by the externally applied tensile force. The mechanical friction force between the member and the hollow wall increases the frictional resistance and at the same time causes the earth pressure to be generated. do. At this time, the umbrella-like shear reinforcing member is deployed along the grooves previously dug into the deployment cone to penetrate into the surrounding ground.

In addition, the present invention is a shear reinforcement consisting of one or more outside of the umbrella-shaped load-bearing body and umbrella-shaped shear reinforcement member or tension member used in the inclined slope, the vertical wall excavation wall reinforcement work or advanced reinforcement method of tunnel or reinforcement method after excavation It provides an umbrella shear reinforcement ground collapse preventing reinforcement assembly having a.

In addition, the ground improvement effect is increased by performing pressure injection into the cavity using the absorbent expandable polymer-containing packer assembly. At this time, the expandable polymer is absorbed by the expandable polymer to absorb the water contained in the cement milk, which is an injection material, and the packer assembly is brought into close contact with the void wall, and the expanded polymer and the injection material are mixed in the packer assembly to maintain the strength of the packer assembly. Let's do it. Therefore, by increasing the ground improvement effect by the injection hole to increase the stability of the slope and earth clogging method.

In another embodiment, when the advanced reinforcement in the tunnel membrane, the structure using the single reinforcement ground collapse preventive reinforcement assembly having an umbrella-type underbody and shear reinforcement assembly and a shear reinforcement assembly for intermediate installation according to the present invention is expected to collapse In this bad membrane, perforation is carried out to the front of the membrane, and the ground collapse prevention reinforcement assembly is inserted, and then the umbrella reinforcement body and shear reinforcement assembly corresponding to the expected activity surface are used as described above, or a separate intermediate reinforcement shear reinforcement assembly is installed. Shear resistance by increasing the shear resistance by installing one or more of them, and forming the prestressed compressive zone in the longitudinal direction of the tunnel front by the tensile force of the ground collapse preventing reinforcement assembly. It is composed of a method to increase the stability and to improve the stability of the tunnel. At this time, packer assembly with absorbent expandable polymer is used to inject injection material such as cement milk from outside, and moisture contained in cement milk expands absorbent polymer so that packer assembly can be in close contact with the empty wall to enable pressure injection into the cavity. , It is characterized by increasing the ground improvement effect by the injection material.

In another embodiment, in the rock bolt method, which is a reinforcing work performed in the order of perforation, insertion of bolt material, injection of injection material, etc. along the outer circumferential surface after the excavation of the tunnel, if the length of the rock bolt is short, a separate intermediate installation is required. The shear reinforcement assembly may be omitted, and the construction may be omitted. Even in the case of an umbrella type undercarriage and a shear reinforcement assembly, the length of the shear reinforcement member may be shortened so that only the function of the umbrella type undercarriage may be utilized without the shear reinforcement function. At this time, the umbrella-like load-bearing body is deployed, the shear reinforcing member is introduced into the surrounding ground by the tensile force applied from the outside, or the frictional resistance is applied, so that the tip can be fixed, and the large axial force can be applied to the rock bolt. Compression can be increased to a prestressed compressive zone (strongly prestressed compressive zone), the support capacity for the loosening load is increased, thereby increasing the stability of the tunnel. In this case, the absorbent expandable polymer built-in packer assembly may be installed at the collinear end to enable pressure injection and to further enhance the ground improvement effect of the surrounding ground.

Detailed structure according to the present invention will be described later in detail with the drawings.

○ Construction method of the present invention

In addition, the present invention is an earthquake-resistant reinforcing reinforcement assembly having an umbrella type load bearing body and a shear reinforcing body used in the advanced reinforcement method of underground structures such as cut slope, earth excavation wall excavation wall or tunnel, an example of the construction method is as follows. It can be explained in detail.

By order: 1) perforation using a perforator, 2) inserting a ground-breaking reinforcement assembly with an umbrella-type inner body and shear reinforcing assembly, 3) deployment of an umbrella-type shear reinforcing member using an open-type elastic means and close contact with the wall, 4 ) Packer assembly is injected into the packer assembly by injection of cement milk, etc. Packer assembly using absorbent expandable polymer-packed packer assembly, 5) pressure injection of filler material, 6) injection material curing work, 7) Umbrella-type shearing by coercive tension The reinforcing member is inserted into the outer wall of the hollow wall to simultaneously function as an umbrella-loaded body, 8) increasing the frictional resistance and securing the pressure of the umbrella-loaded body, 9) installing and capping the external pressure plate, 10) This is done by tofu finishing.

In addition, the construction method according to the present invention of the advanced reinforcement method or post-reinforcement reinforcement method used in underground structures such as tunnels is the same as above 1) ~ 8), 9) the tunnel while the umbrella-like load is developed by the external tension Tension work to form a prestressed compressive zone in the surrounding ground, followed by capping and head finishing.

Detailed description thereof will be described in detail with reference to the accompanying drawings, preferred embodiments of the present invention.

Figure 1a is a longitudinal cross-sectional view at the time of transport, installation of ground breaking prevention reinforcement assembly (1) having an umbrella-like load-bearing body 30 and a shear reinforcing member (6) according to an embodiment of the present invention and shown in Figure 1b and Figure 1c shows a detailed cross sectional view of lines BB and CC. This ground collapse preventive reinforcing assembly (1) is released, such as a convenient binding tape or the like to facilitate installation in the reinforcement hole 80 of the umbrella-shaped shear reinforcing member (6) when inserted, installed in the reinforcement hole (80) It is tied to the possible fastening means 5. The shear reinforcing member binding bracket 7 is fixed to the reinforcing bars or the tensile reinforcing members 1a, 1b, and 1c such as the stranded wire or the steel bar, and the rear end of the umbrella-shaped shear reinforcing member 6 is interposed through the steel joint 13. Fix it. That is, as an example of the concrete configuration, the umbrella type shear reinforcing member 6 is inserted into the hole of the shear reinforcing member fastening member 7, and the shear reinforcing member fastening member 7 and the umbrella type shear reinforcing member 6 are separated. The inside of the hole is rigidly joined by epoxy bonding or welding. '2' is fixed nut and '3' is fixed plate.

In addition, the absorbent expandable polymer-embedded packer assembly 40 in which the absorbent expandable polymer 42 is embedded in the elastic hermetic expansion table 41 is provided at the front end of the reinforcing hole 80 to increase the improvement effect on the ground around the reinforcing hole. It is installed through a high-sealing means 43, such as a binding tape, and injects an injection material such as cement milk into the packer assembly before grouting the injection material in the reinforcement hole 80, so that the moisture contained in the injection material By expanding the packer assembly 40 to be in close contact with the ball wall to enable pressure injection during grouting work for the inside of the ball to improve the surrounding ground improvement effect to increase the strength and shear strength properties.

FIG. 2 illustrates that the ground collapse preventing reinforcement assembly 1 according to FIG. 1A is inserted into the reinforcing hole 80 and then developed in the fixing section so that the umbrella-like shear reinforcing member 6 is in close contact with the hollow wall of the reinforcing hole 80. The state is shown. At this time, the shear reinforcing member (6) is in close contact with the ground around the wall around the tip (6a) and the mechanical resistance or friction force is added to the frictional force by the injection material during the tensioning operation to increase the frictional resistance and thus increase the tensile force It becomes possible.

In order to obtain the maximum mechanical resistance, the tip 6a of the shear reinforcing member 6 is preferably introduced into the periphery of the hollow wall, and for this purpose, the tip 6a is more preferably pointed as shown.

On the other hand, when the hollow wall is composed of ordinary rock, hard rock, soft rock that is not crushed and the like, the shear reinforcing member 6 is difficult to penetrate into the surrounding wall of the hollow wall due to the introduction of external tensile force. Mechanical frictional resistance to increase the frictional resistance without sharpening the shape, for example, in the form of a gripper, such as the grounding structure of the shoe to make a shape in which mechanical frictional resistance with the hollow wall is large Also, such a configuration is also included in the present invention. In an example of the configuration of the frictional resistance portion 6b, as shown in the left ellipse of FIG. 3, the mechanical frictional resistance portion is configured to be detachable to the tip 6a and pivotally via the pivotal coupling portion 6c. 6b is provided. The present invention is not limited to such a structure, and only a mechanical frictional resistance portion 6b may be formed at the tip together with or instead of the pointed shape of the tip, and when the tip vicinity is deployed as such. It may also serve as the mechanical frictional resistance portion 6b, and the present invention also includes such a configuration.

3A is a detailed view of the umbrella-shaped underbody and shear reinforcing assembly 30 according to one embodiment of the present invention, and FIG. 3B shows a shear reinforcing member developing cone 8.

The ground collapse preventing reinforcement assembly (1) is transported and inserted in the folded state, the front end (6a) of the umbrella type shear reinforcing member (6) is bound by a releasable binding means (5), such as known tape. In the state of being inserted into 80 and installed in place, the umbrella-like shear reinforcing member 6 is developed as shown in Figs. 2 and 3A by releasing the releasable binding means 5. The release of the releasable binding means 5 may cause the tension reinforcing members 1a, 1b, and 1c to collide with the lower end of the hollow wall, or may be detached from the outside using a withdrawing member, depending on the configuration thereof. It can be released by attaching the withdrawal member to the tension reinforcing members 1a, 1b, 1c and withdrawing the releasable binding means 5 by withdrawing the tension reinforcement members 1a, 1b, 1c.

On the other hand, the deployment of the umbrella type shear reinforcing member (6), along with the inclined surface of the shear reinforcing member deployment cone member (8) only by the release of the releasable binding means (5) as described above. Although it may be developed by the elasticity of), it is further deployed that the shear reinforcing member deploying cone member 8 is moved to the rear by the tension force of the deploying elastic means 11 as a forced deploying means as shown. It is desirable to ensure a high level of adhesion and to apply stronger adhesion to the hollow walls. That is, the umbrella-shaped shear reinforcing member 6 in contact with the shear reinforcing member developing cone member 8 by the rearward movement of the shear reinforcing member developing cone member 8 adheres more firmly to the hollow wall of the reinforcing hole 80. As it is developed, it may be strongly penetrated into the ground around the hollow wall in the future tensioning operation, or the mechanical frictional resistance may be stronger.

One example of such a configuration is that, when the deploying elastic means 11 is a tension spring, one end of the deploying elastic means 11 is connected to the shear reinforcing member deploying cone member 8 and the other end is the shear reinforcing member binding bracket. (7) or the tension reinforcing members (1a, 1b, 1c) can be configured to act so that the tensile force acts on the shear reinforcing member deployment cone member (8), the locking means 16, the tension reinforcing member (1a) As a structure that is releasable when pulling 1b and 1c, various conventionally known locking means can be employed similarly to the above-mentioned releasable engagement means 5. In the illustrated example, as a simple elastic hook-like structure, the protrusion 17 is fixed to the tension reinforcing member 1a, 1b, 1c or the shear reinforcing member fastening member 7 via the inner tube 10 and is sheared. It is configured to be hooked to the exterior (9) connected to the reinforcing member deployment cone member (8). At this time, when the tension reinforcing member (1a, 1b, 1c) withdrawal through the inner tube 10 by the pull out of the engaging portion 17 is plastic deformation, bending deformation state (17b) to release the latch, The locking means 16 is moved inwardly to the elastically deformed state 17a by the in-output of the tension reinforcing members 1a, 1b, and 1c, such as by making the contact slightly inclined. It may be. Further, during assembly, the shear reinforcing member deploying cone member 8 may be provided so as to be caught by the catching means 16 against the elastic force of the deploying elastic means 11, and the elastic force of the deploying elastic means 11 is increased. After fixing the shear reinforcing member deploying cone member 8 to one end of the deploying elastic means 11 at a position where it does not act, the catching means 16 is placed in the elastic deformation state 17a. It can be assembled by moving it to the position where it is caught by). In addition to the above-described configuration, the locking means 16 may employ various well-known configurations such as elastic hooks and safety pins according to the configuration of the elastic means for deployment 11, and the configuration and illustration of specific examples thereof are omitted.

On the other hand, it is preferable to fill the inside of the inner tube 10 with lubricating oil in order to prevent the smooth operation of the elastic means for deployment 11 and the penetration of the grouting material.

In addition, the liner screw 14 and the nut 15 may be installed to fix the shear reinforcing member binding bracket 7 and the tensile reinforcing members 1a, 1b, and 1c. In addition, in order to bond the tensile reinforcing members (1a, 1b, 1c) and the liner screw 14, the epoxy bonding or reinforcing cement mortar is filled in the interspace or welded. Umbrella type shear reinforcing member is protected by polyethylene tube 25 so that it can be separated from the injection material during intensification and penetrated into the surrounding ground wall, and lubricating oil is applied between the shear reinforcing member and the polyethylene tube to prevent penetration of the grouting injection material and around the hollow wall. Manufacture and install to be able to penetrate the ground well.

In the above, an example of forcibly being deployed by the elastic means for deployment 11 is shown and described, but it is also possible to be developed only by the shear reinforcing member deployment cone member 8, which is also included in the present invention.

4A is an umbrella type load-bearing body and shear reinforcing assembly 30 of the present invention, which is applied to an anchor body. As shown in FIGS. 4B and 4C, a tensile reinforcing member, that is, a steel bar 1c or a lecture line 1b, is used as a tension member. A longitudinal cross-sectional view of the folded state during transport and installation of the ground collapse preventing reinforcing assembly (1). 4B and 4C, '24' is a sheath.

FIG. 5 is a view showing that the umbrella-shaped load-bearing body and shear reinforcing assembly 30 are developed in the reinforcing hole 80 to be in close contact with the hollow wall of the reinforcing hole 80, and the action of another configuration is similar to that of FIG. Do. Only, the tip anchorage 21 and the lower anchorage 22 are shown in detail when using a stranded wire or steel rod that is applied to an anchor body and is generally used as a tension member.

6A and 6B are detailed overall assembly views of the umbrella-shaped underbody and shear reinforcing assembly 30 when the strand and the rod are used as the tension members, respectively, and the cone reinforcing member deployment cone on the shear reinforcing member fastening member 7 is shown. ) And a detailed view of the appearance (9) and the inner tube 10 for protecting the elastic means connected to the elastic means for deployment 11 and the cone. The space between the inner tube and the elastic means is preferably filled with lubricating oil to prevent corrosion and penetration of the injection material during grouting. 6A and 6B are detailed views of the umbrella-shaped load-bearing body and shear reinforcing assembly 30, which are similar to those in FIG. 3A, and thus, a detailed description thereof will be omitted. However, the shear reinforcing member binding bracket 7 may be installed at the lower fixing unit 22 of the anchor body in FIGS. 6A and 6B. '21' is the tip anchorage part.

7A and 7B illustrate an embodiment in which a separate shear reinforcing assembly 50 is installed outside the tension member 1 when the fixing section and the expected fracture surface are far from the umbrella shear reinforcing nail-anchor method. Explanatory drawing. In addition, when installing a separate shear reinforcement assembly 50, the spacing member 27 is used to avoid interference with the tension member. That is, the shear reinforcing assembly 50 includes a plurality of shear reinforcing members 51 provided around the tensile reinforcing members 1a, 1b, and 1c, and the shear reinforcing members 51 are the tensile reinforcing members. A spacing member 52 provided in the outer periphery of the tension reinforcing members 1a, 1b, 1c and the plurality of shear reinforcing members 51 to avoid interference with the members 1a, 1b, 1c, and the spacing members And a binding means 53 for engaging the plurality of shear reinforcing members 51 with respect to 52.

8A to 8C are detailed views showing various embodiments of the umbrella-type load-bearing body and shear reinforcing assembly 30 and the shear reinforcing assembly 50 according to the present invention.

FIG. 8A is a utilization diagram illustrating an example in which a plurality of umbrella-type load-bearing bodies and shear reinforcing assemblies 30 are installed in the ground collapse preventing reinforcing assembly 1 at a progressive fracture surface having a large number of expected fracture surfaces, and FIG. 8B is Also, in the case of progressive failure with a large number of expected fracture surfaces, one umbrella-type load-bearing body and shear reinforcement assembly 30 may be installed in the settlement section, and a plurality of separate shear reinforcement assemblies 50 may be installed for the expected fracture surface of the free section. It is a utilization drawing about an Example. FIG. 8C is a view for explaining an embodiment of a load-distributing construction method in which a plurality of umbrella-type underbody and shear reinforcing assemblies 30 and a plurality of separate shear reinforcing assemblies 50 are installed for complex progressive failure. .

9 is a ground having an umbrella type load carrier 30 and a separate shear reinforcement assembly 50 in an advanced reinforcement method performed in a section where underground structure 60, such as a tunnel, is poor in front of the membrane and is expected to collapse. The construction of the anti-collapsing reinforcement assembly (1) is an explanatory drawing of the umbrella-shaped pressure compression zone (61) formed in the ground around the upper half of the tunnel when a tensile force is introduced into the ground collapse preventing reinforcement assembly. At this time, by increasing the strength and shear strength characteristics of the surrounding ground due to the formation of the pressurized compression stage 61 of the pressurized umbrella shape during tunnel upper drilling, the independence of the tunnel can be significantly increased.

10a and 10b is a ground collapse preventive reinforcement assembly having an umbrella-shaped undercarriage and shear reinforcement assembly 30 in accordance with the present invention in the reinforcement work such as rock bolt carried out after the excavation of the underground structure of the tunnel, etc. ( 1) the method of construction and the ground collapse preventing reinforcement assembly (1) when the tensile force is introduced from the excavated outer circumferential surface of the tunnel, the shape of the pressurized compression zone 61 is expressed in the loose ground around the tunnel and Detailed construction drawing. As shown in the figure, the pressurized compression table 61 formed in the shape of a curved arch serves to prevent the collapse of the loosening region 62 of the upper portion, which further increases the stability of the tunnel in a section where the cancer is poor. Can be prevented in advance.

7A, 8A to 8C, 9, and 10A, similar to the similar progressive slope failure or the composite expected collapse section of the tunnel, in addition to the above-described method, there are various suitable arrangements for the destruction or collapse of the site. The umbrella reinforcement body and the shear reinforcement assembly 30 or the shear reinforcement assembly 50 separately installed outside the tension member may be variously disposed so as to cope with it.

As described above, the umbrella type load-bearing body and shear reinforcing assembly 30, the umbrella type shear reinforcing member 6, the shear reinforcing member developing cone 8, the elastic means for deployment 11, the shear reinforcing member fastening member (7), the absorption expansion type polymer built-in packer assembly 40, the locking means 16, such as the installation safety pin, the release means 17, such as the safety pin opening key, a separate shear reinforcement assembly 50, etc. Umbrella shear reinforcement rock bolt / nail / anchor method according to the invention is an umbrella type underbody structure and an umbrella type, compared to the method using either friction resistance or grouting pressure by grouting injection material used in the existing method. When the shear reinforcing member 6 is introduced into the basement layer around the hollow wall when the tensile force is introduced, it also has the acupressure-type function of the umbrella-loaded body, and the friction-type function by the grouting injection material and the shiatsu-type by the umbrella-loaded body are doubled. It acts collectively to reduce the length of anchorage in the anchorage section and at the same time acts as a shear reinforcement assembly for the expected fracture surface. Method is realized.

As described above, the ground collapse preventing reinforcement assembly according to the present invention and its construction method and the shear reinforcing assembly used therein are conventional reinforcement slopes, soil wall vertical wall reinforcement works, tunnels, etc. Can be used for

First of all, an umbrella type load carrier and shear reinforcement assembly or shear reinforcing members that are installed outside the tension member may be caused after reinforcement by appropriately arranging the expected failure surface in slope reinforcement and excavated vertical wall reinforcement. It can be prepared for the destabilization that is present, and it can be a reinforcement method that can cope with the complex progressive destruction having a large number of fracture surfaces. In addition to increasing the shear characteristics by the shear reinforcement member and the acupressure characteristics of the umbrella bearing body in addition to the stability calculations based on the frictional resistance applied to the existing tension members, the slope stability and the retaining wall stability are increased, and the beam precipitation is reduced. By doing so, it becomes economic construction.

In addition, it is easy to install by using absorbent expandable polymer built-in packer assembly with absorbent expandable polymer, and it can increase resistance to activity by improving ground such as increasing strength of surrounding ground and increasing shear strength characteristics by pressure injection. have.

In the advanced reinforcement method for the front face of underground structures, such as tunnels, the ground collapse prevention reinforcement assembly having an umbrella-type undercarriage and a shear reinforcement assembly according to the present invention is applied. pipe roof engineering method, steel pipe multi-stage grouting method, urethane advanced injection method, spray type advanced column reinforcing method (JSP, RJP engineering method) are simple advanced reinforcement methods using the ground improvement effect by injection material and shear strength characteristics of reinforcement materials. According to the method, the prestressed compressive zone is formed on the surrounding ground outside the tunnel rig to increase the strength and shear strength of the surrounding ground, thereby improving the stability of the tunnel. In addition, the umbrella strip shear reinforcement of the ground collapse preventive reinforcement assembly according to the present invention on the expected fracture surface of the collapsed ground previously identified through face mapping, advanced drilling survey or forward elastic wave survey (TSP). Increase the stability of the tunnel by installing one or more members, or by installing one or more separate shear reinforcing assemblies installed outside the tension member, and the independence of the tunnel by forming a compression band by the umbrella-type load bearing according to the present invention. It is expected to be economically possible because the number of advanced reinforcement works can be reduced by increasing the remarkably.

In addition, by installing the umbrella-shaped load-bearing body according to the present invention at the bottom of the look bolt method, which is carried out after the excavation in tunnel construction, in the existing method, the tensile force applied from the outside compared to using only the axial force applied to the look bolt. By this introduction, the formation of prestressed compressive zones formed on the ground around the tunnel by the look bolts and the arch effect are increased. In addition, by using the absorbent expandable polymer-embedded packer assembly in which the absorbent expandable polymer is incorporated at the end, it is easy to install, enables pressure injection, and improves the improvement of the surrounding ground. As mentioned above, the compression zone formation effect by the introduction of the tensile force and the surrounding ground improvement effect by the pressure injection are combined to significantly increase the stability of the tunnel, thereby reducing the number of construction points. It can be a safe construction.

The present invention is largely utilized in the incline slope or earthquake reinforcement work and underground structure reinforcement work and advanced reinforcement method, and the reinforcement effect is also installed or added separately to the umbrella type load carrier, umbrella flesh shear reinforcement member, absorbent expandable polymer-embedded packer assembly Shear reinforcement assemblies are installed in one or more outside of the tension member, so that the frictional resistance caused by the injection material of the grouting work inside the ball, the acupressure effect when the umbrella-type undercarriage is deployed, and the shear reinforcement effect by the umbrella type shear reinforcement member are separately installed. The shear reinforcing effect on the complex progressive fracture of the assembly is combined to determine the effects of the present invention is great.

In addition, the use of the present invention can be applied to various applications such as preventing buoyancy of the foundation of the building, liquefaction of the foundation of the structure, reinforcement of the retaining wall, reinforcement of the foundation of the structure, replacement of the mitro pile, bridges such as suspension bridges, etc. have.

In addition, the present invention is not limited to only the illustrated examples or embodiments, but the structure, construction method, and ground-breaking reinforcing reinforcement assembly having an umbrella type load bearing and shear reinforcing assembly and / or shear reinforcing assembly or packer assembly. Minor changes or supplements that do not depart greatly from the scope will also be regarded as belonging to the present invention.

Claims (10)

In order to prevent the collapse of rock surface such as cut surface, earthen slope or vertical excavation surface and tunnel, drill reinforcing hole 80 and insert tensile reinforcing members 1a, 1b, 1c such as reinforcing bars, strands, or steel bars. In the shear reinforcement assembly for ground breakdown reinforcement assembly (1) for grouting reinforcement: When pulled out (tensioning) of the tension reinforcing members 1a, 1b, and 1c to the outside (front), the wall is extended toward the front outward of the reinforcement hole 80 so as to be caught by the wall of the reinforcement hole 80 or the frictional resistance is applied. Umbrella-like multiple shear reinforcing members (6) in close contact with the wall of the ball (80); Shear reinforcing member binding brackets (7) fixed to the tension reinforcing members (1a, 1b, 1c) to bind the rear ends of the plurality of shear reinforcing members (6); And, The plurality of shear reinforcing members (6) has a conical surface or inclined surface to be in contact with the front outward of the reinforcing hole (80), and the tension reinforcing member (1a) in front of the shear reinforcing member binding bracket (7) A load-bearing body and shear reinforcing assembly for a ground collapse preventing reinforcement assembly, characterized in that it comprises a shear reinforcing member deployment cone member (8) installed around the 1b, 1c). The tip 6a of claim 1, wherein the umbrella type shear reinforcing member 6 is inserted into the wall of the reinforcing hole 80 or in close contact with the wall of the reinforcing hole 80 to increase the action of frictional resistance. A load-bearing body and shear reinforcing assembly for a ground collapse preventing reinforcement assembly, wherein the sharp or gripper-like mechanical frictional resistance portion 6b is formed. 2. The releasable fastening means (5) according to claim 1, wherein the front end of the plurality of shear reinforcing members (6) is fastened inward to facilitate insertion into the reinforcement holes (80) and released to release outward after insertion. The shear reinforcing member fastening member 7 so as to ensure that the shear reinforcing member 6 is deployed outward when the shear reinforcing member 6 is released from the releasable fastening means 5. The elastic reinforcing means 11 for moving to the side is provided, and the shear reinforcing member is developed so that the elastic means for expansion 11 acts after the ground collapse preventing reinforcement assembly 1 is installed in the reinforcing hole 80. A load-bearing body and shear reinforcement assembly for a ground collapse preventing reinforcement assembly, characterized in that it comprises a locking means (16) for preventing the movement of the cone member (8). The shear pipe reinforcement of claim 1, wherein each of the shear reinforcing members 6 is separated from the grouting injection material to protect each shear reinforcing member 6 so as to be easily inserted into the ground around the hollow wall of the reinforcing hole 80. A load-bearing body and shear reinforcing assembly for ground collapse preventing reinforcement assembly, characterized in that it is installed on the outer periphery of the member (6). In order to prevent the collapse of rock surface such as cut surface, earthen slope or vertical excavation surface and tunnel, drill reinforcing hole 80 and insert tensile reinforcing members 1a, 1b, 1c such as reinforcing bars, strands, or steel bars. In the shear reinforcement assembly for ground breakdown reinforcement assembly (1) for grouting reinforcement: A plurality of shear reinforcing members 51 installed around the tensile reinforcing members 1a, 1b, and 1c, and the plurality of shear reinforcing members 51 interfere with the tensile reinforcing members 1a, 1b, and 1c. To avoid the outer periphery of the tensile reinforcing members (1a, 1b, 1c) and the interior of the plurality of shear reinforcing members 51, the spacing member 52, and a plurality of shear reinforcing members for the spacing member (52) 51. A shear reinforcing assembly for a ground collapse preventing reinforcement assembly, comprising: a binding means (53) for engaging the body; and installed on an expected fracture surface away from the fixing section. A ground collapse preventing reinforcement assembly comprising the shear reinforcing assembly according to any one of claims 1 to 5. In order to prevent the collapse of rock surface such as cut surface, earthen slope or vertical excavation surface and tunnel, drill reinforcing hole 80 and insert tensile reinforcing members 1a, 1b, 1c such as reinforcing bars, strands, or steel bars. In ground breaking reinforcement assemblies for grouting reinforcement: The elastic sealing expansion table 41 which is in close contact with the wall of the reinforcing hole 80 when inflated to enable pressure injection during grouting in the reinforcing hole 80 and the elastic sealing expansion table 41 are installed inside the hose. Absorption-expandable polymer 42, which absorbs and expands moisture contained in the injection material such as cement milk injected through the same, and maintains the strength by mixing the injection material, and the front and rear of the elastic hermetic expansion table 41. A packer assembly for ground collapse preventing reinforcement assembly, characterized in that it comprises a fixed sealing means (43), such as a binding tape for fixing to be sealed to the tensile reinforcing member (1a, 1b, 1c). In the construction method of the ground collapse preventing reinforcement assembly comprising the shear reinforcing assembly of any one of claims 1 to 5: 1) drilling the reinforcing hole 80 with a perforator; 2) inserting the ground collapse preventing reinforcement assembly (1) into the reinforcing hole (80); 3) releasing the releasable binding means 5 to develop a plurality of shear reinforcing members 6 by means of the elastic means for deployment 11 and closely contacting the walls of the reinforcing holes 80; 4) curing by injecting the injection material into the reinforcing hole (80); 5) comprising the step of inserting the umbrella type shear reinforcing member 6 into the hollow wall outer ground of the reinforcing hole 80 by the front end tensioning operation of the reinforcing hole 80 so as to simultaneously exhibit the function of the umbrella type load-bearing body. Construction method of ground collapse preventing reinforcement assembly, characterized in that the. 9. The packer assembly (40) of claim 8, wherein the ground breakdown reinforcement assembly (1) includes the packer assembly of claim 5, and the packer assembly (40) is capable of pressure injection in the curing step of injecting the injection material into the reinforcing hole (80). ) Is injected into the elastic hermetic expansion table 41 of the packer assembly 40 before the injection curing step to closely adhere to the vacant wall of the reinforcing hole 80, thereby inserting an injection material such as cement milk into the embedded absorbent expandable polymer 42. Construction method of the ground collapse preventing reinforcement assembly comprising the step of expanding. The tension reinforcing member (1a) of each ground collapse preventing reinforcing assembly (1) by installing a plurality of ground breakdown reinforcing assemblies (1) in a section where the rock structure of the tunnel or other underground structure is expected to collapse. Construction of the ground collapse preventing reinforcement assembly, characterized in that by applying an external tensile force to the, 1b, 1c to expand the umbrella-like shear reinforcement member 6 to introduce a tensile force into the ground around the tunnel to form a compression compression zone 61. Way.

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