KR100958053B1 - Water stopping anchoring method using pressing - Google Patents

Abstract

The present invention relates to an anchoring method for preventing the earth wall from collapsing due to the ground pressure caused by the underground excavation, the groundwater level is high or the aquifer aquifer using a limited expansion packer configured to limit the expansion volume of the rubber tube by fiber cloth Provides an anchoring method for exponentially drilling holes in the existing underground excavation ground.

Anchor, packer, excavation ground, index, fiber cloth

Description

Water stopping anchoring method using pressing

The present invention relates to an anchoring method for preventing the earth wall from collapsing due to the ground earth pressure due to underground excavation, by connecting a limited expansion packer configured to limit the degree of expansion of the rubber tube and a pressurized grouting method using the limited expansion packer In addition, the present invention relates to an anchoring method for the exponential construction of perforated holes in underground excavated ground where the groundwater level is high or the aquifer aquifer is present.

The method of anchoring underground is used to fix civil engineering or building structure on the ground, which is an effective method for applying high tensile force to high strength steel to apply restraint or preload. It is mainly used for foundation of transmission tower, dam reinforcement, buoyancy anchor of underground structure, slope reinforcement, etc., and it is actively applied at construction sites at home and abroad due to its economic feasibility and great pull resistance and excellent construction.

There are two types of anchors used in this process: permanent anchors and removable anchors. Permanent anchors are mainly used for civil engineering, and remain in the ground without removing the strands installed after construction. It is an anchor used mainly when there is a concern that it may affect the construction in the downtown area or adjacent structures.It is manufactured to remove the strands installed in the anchor after the construction.The strand is drawn and removed after the construction is completed, and only the solidified grout material is used. It is to remain. The remaining grout material is made of an environmentally friendly material so that after the strand is removed, it can be decomposed and absorbed in the ground. Anchors should be mounted on the ground to provide a stable tensile force against external forces. However, in the ground with soft ground or large voids, sand gravel, stone layers, and groundwater flows, the anchoring force is not properly exhibited due to the loss of grout material injected for grouting the anchorage. This was an impossible or difficult issue.

That is, according to the anchoring method according to the prior art, when a part of the drilling hole is partially collapsed, the grout material is not injected to the lower portion of the drilling hole but is filled only in the upper drilling hole so that the anchoring hole is hardly filled in the anchorage where the fixing is required, In the case of large landfill and gravel deposits, the grout material is lost directly into the strata and is not injected uniformly and uniformly over the whole part of the anchorage, so it is constructed with only local support for a part of the anchorage. Therefore, the weak part of such a mounting site is not able to withstand the tensile force of the structure after installation, local destruction begins and progresses to progressive destruction as time passes, causing problems in anchoring force after completion of construction, or leading to collapse accidents. there was. In addition, if the groundwater level is high or there is a receiving water layer in the underground excavation site, it is frequently difficult to construct the anchor as groundwater flows into the drill hole during anchor drilling or grouting and is lost with the groundwater before the grout material is cured. There was a problem.

It is an object of the present invention to provide an anchoring method capable of exerting a large anchoring force in an underground excavation ground having a high groundwater level or a pressured aquifer.

1.In order to prevent the rubber packer for pressurized grout from being excessively expanded and torn by the rocks in the ground or to partially collapse the perforated hole formed in the soft ground, a means for limiting the volume to expand during pressurized grouting may be used. Apply the limited expansion packer provided.

2. The limiting expansion packer is configured to loosely wrap the fiber cloth around the rubber tube so that the expansion volume of the rubber tube is limited by the fiber cloth.

3. If the groundwater level is high at the underground excavation site, or if there is a pressured aquifer, the expansion expansion packer is inflated after grouting to block the entrance of the hole to prevent the grout from being lost with the groundwater before curing.

1. The use of the limited expansion packer according to the present invention can prevent the partial collapse of the drilled hole and the tearing of the rubber tube due to excessive expansion of the rubber tube.

2. The pressurized grouting using the limited expansion packer provides a tight filling of the grout material, so that the fixing force can be increased.

3. It is possible to prevent the loss of grout material because the entrance of the hole can be blocked by the expansion of the limited expansion packer in the ground where there is concern about the loss of grout material due to the penetration of groundwater in the hole.

The present invention is a rubber tube 110 formed in a cylindrical shape of the front and rear ends; A packing member 120 having a through hole through which the strand 10, the grouting hose 20, and the air injection hose 30 pass, and fitted into front and rear ends of the rubber tube 110; A fiber cloth 130 surrounding the rubber tube 110 loosely; And an iron band for winding the front and rear ends of the rubber tube 110 on the outside of the fiber cloth 130 to fix the rubber tube 110 and the fiber cloth 130 to the packing member 120. 140); Limited expansion packer 100, including; A lower body 40 disposed in front of the limited expansion packer 100; A strand wire 10 coupled with the inner body 40 while penetrating the limited expansion packer 100; An air injection hose 30 connected to the rubber tube 110 of the limited expansion packer 100; And a grouting hose 20 penetrating the limited expansion packer 100. Anchor construction is performed by using an anchor body 200 'including a high ground water level or an underwater aquifer. A hole is formed by drilling an underground excavation ground 1'. ´) forming a first step; Inserting the anchor body 200 'into the drilling hole 2'; A third step of grouting the inside of the drilling hole (2) by injecting the grout material (3) through the grouting hose (20); A fourth step of drawing out the grouting hose (20); And a fifth step of expanding the limited expansion packer 100 by injecting air through the air injection hose 30 and then solidifying the injected grout material. It provides a pressurized exponential anchoring method, characterized in that consisting of.

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

1 illustrates a limiting expansion packer applied to the present invention, and FIG. 2 shows a state in which the limiting expansion packer is expanded. The limited expansion packer is a rubber tube 110 as shown; Packing member 120; Fiber cloth 130; And iron band 140; It is configured to include. The rubber tube 110 is formed of a rubber material having excellent elasticity, and may be substantially a rubber tube (pipe) form because it is formed of a cylindrical shape having front and rear ends. The packing member 120 is fitted to the open front and rear ends of the rubber tube 110, respectively. Therefore, a closed space is formed in the rubber tube 110 by the packing member 120. However, the packing member 120 is formed with a plurality of through-holes through which the strand 10, the grouting hose 20 and the air injection hose 30 through. The through hole may be formed as many as necessary depending on the number of the strands 10, the grouting hose 20 and the air injection hose 30 to be penetrated. Air is injected into the closed space formed by the rubber tube 110 and the packing member 120 by the air injection hose 30 to expand the rubber tube 110. However, if there are no other components other than the rubber tube 110 and the packing member 120, even if air is injected into the closed space, the rubber tube 110 does not expand, but between the rubber tube 110 and the packing member 120. The air will come out. Therefore, the iron band 140 is required as a component for preventing air from escaping, and the iron band 140 is tightened around the front and rear ends of the rubber tube 110, thereby providing the rubber tube 110 and the packing member ( 120) serves to secure the close contact.

However, as an object of the present invention, as a component for suppressing excessive expansion of the rubber tube 110, a fiber cloth 130 that is loosely wrapped around the rubber tube 110 is required, and the iron band 140 Is inserted to tighten and fix the fiber cloth 130, and when the rubber tube 110 is expanded, the fiber cloth 130 also expands up to a predetermined volume, and after the fiber cloth 130 is taut, The expansion of the tube 110 is configured to be suppressed.

Figures 3a to 3e shows the pressure index anchoring method according to the embodiment step by step. When the groundwater level is high or the aquifer aquifer is present at the underground excavation site, the groundwater flows into the hole at the time of anchoring or grouting, and the anchoring is frequently difficult as the groundwater is lost together with the groundwater before curing. In this case, the loss of the grout material can be prevented by the pressure index anchoring method consisting of the following five steps.

The first step is to form a perforation hole 2 'by drilling an underground excavation ground 1' having a high groundwater level or a pressured aquifer, and a casing 300 may be used for ground drilling. 3a).

The second step is to insert the anchor body 200 'into the drilling hole 2' (see Fig. 3b). In this case, as shown in FIG. 3B, the anchor bodies 200 ′ are arranged in a line with a plurality of inner bodies 40 spaced apart from each other, and the strand 10 applies tensile force to each of the plurality of inner bodies 40. Any combination may be used to deliver.

On the other hand, Figure 3b is only an embodiment of the anchor body 200 'applied to the present invention, U-turn anchor, manpower removal anchor, general anchor, permanent anchor, etc. can do.

The third step is grouting the inside of the drilling hole 2 'by injection of the grout material 3 through the grouting hose 20 (see FIG. 3C). The grout material 3 is filled in the drilling hole 2 by implementation of this step.

The fourth step is drawing the grouting hose 20 (see FIG. 3D). When the ground is perforated with the casing 300 in the first step, the casing 300 is drawn together with the grouting hose 20 in this step as shown in FIG. 3D.

The fifth step is to expand the limited expansion packer 100 by the injection of air through the air injection hose 30, and then to solidify the injected grout material (see Fig. 3e). By this step, the inlet portion of the perforation hole 2 'is blocked so that the injected grout material 3 does not flow out of the perforation hole together with the groundwater flowing into the perforation hole 2'. In this step, the rubber tube 110 of the limited expansion packer 100 is expanded, but the expansion volume is limited by the fiber cloth 130 as described above.

1 illustrates a limited expansion packer applied to the present invention.

2 shows the expanded expansion packer in an inflated state.

Figures 3a to 3e shows the pressure index anchoring method according to the embodiment step by step.

<Explanation of symbols for the main parts of the drawings>

1´: Ground 2´: Hole punched

3: grout ash

10: stranded line 20: grouting hose

30: air injection hose 40: lower body

100: limited expansion packer 110: rubber tube

120: packing member 130: fiber cloth

140: iron band

200´: Anchor body 300: Casing

Claims (1)

Rubber tube 110 formed in a cylindrical shape of the front and rear ends; A packing member 120 having a through hole through which the strand 10, the grouting hose 20, and the air injection hose 30 pass, and fitted into front and rear ends of the rubber tube 110; A fiber cloth 130 surrounding the rubber tube 110 loosely; And an iron band for winding the front and rear ends of the rubber tube 110 on the outside of the fiber cloth 130 to fix the rubber tube 110 and the fiber cloth 130 to the packing member 120. 140); Limited expansion packer 100, including; A lower body 40 disposed in front of the limited expansion packer 100; A strand wire 10 coupled with the inner body 40 while penetrating the limited expansion packer 100; An air injection hose 30 connected to the rubber tube 110 of the limited expansion packer 100; And a grouting hose 20 penetrating the limited expansion packer 100. By using the anchor body (200 ') configured to include, as a method for anchoring the underground excavation ground where the groundwater level is high or the pressured aquifer is present, A first step of drilling a basement excavation ground 1 'to form a hole 2'; Inserting the anchor body 200 'into the drilling hole 2'; A third step of grouting the inside of the drilling hole (2 ′) by injecting the grout material (3) through the grouting hose (20); A fourth step of drawing out the grouting hose (20); And A fifth step of expanding the limited expansion packer 100 by injecting air through the air injection hose 30 and then solidifying the injected grout material; Pressurized index anchoring method, characterized in that consisting of.

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