KR20040082787A - Piling method of tensioned piles by means of pressured grunting to reinforce ground - Google Patents

Abstract

PURPOSE: A construction method for the ground bearing strength reinforcement-cum-pullout resistance pile using pressure grouting for supporting the tensile force is provided to heighten economical efficiency by keeping the stable horizontality of a structure, decreasing a perforated hole and widening the installation interval of nail reinforcements. CONSTITUTION: In the construction method for the ground bearing strength reinforcement-cum-pullout resistance pile using pressure grouting for supporting the tensile force which resists upward strength such as compressive strength, buoyant force, etc. to reinforce the bearing strength of the foundation at a foundation work for a structure, the pipe reinforcement(10) installed on a perforated hole contains many injection holes formed along the outer circumference and a spiral part formed to increase the sectional area of an end of the outer circumference to increase the surface bonding strength, a pair of support members provided with an injection hole to install a packing member(15) are installed on the outer part of the front end, and the perforated hole is filled tightly by injecting high-pressure cement milk.

Description

Piling method of tensioned piles by means of pressured grunting to reinforce ground}

The present invention relates to ground support reinforcement and pull-out pile and construction method using pressurized grouting, in particular, in order to prevent the structure from being settled by soft soil, expandable soil, sedimentary soil, etc. After reinforcing steel in a plurality of perforated holes to reinforce the drawing force and tensile force on the ground, the packing member is installed closely at the inlet, and the grouting body is sprayed more than the inner diameter by spraying high pressure grouting toward the inside. The present invention relates to a ground support reinforcement and pull-out combined pile and construction method using pressurized grouting to improve the stability of the ground so as to prevent the buoyancy of the groundwater and the rise or fall of the structure due to horizontal earth pressure.

Conventionally, the steel pipe pile construction method is used to reinforce the soft ground or the poor ground, but the construction method is to fix the pile made of steel pipes to the impact soft ground, so that the inside of the steel pipe is empty or concrete is charged to load the building or bridge. By supporting the light weight and good support force, but when the support layer is located in the deep, not only very difficult to apply, but the surface of the steel pipe is corroded and the life of the structure is shortened.

Therefore, in recent years, residential settlements and small industrial structures in cities have been applied to local ground reinforcement and settlement suppression to prevent differential settlement of the structure ground and to install new heavy equipment in existing structures by soft soil, expandable soil, and settlement soil. Micro pile method and buoyancy anchor method are used.

The micro pile method generally inserts a micro pile into a drilling hole and injects grouting (cement milk, mortar) after drilling through a punching machine so as to smoothly insert a file having a diameter of 250 mm or less into the ground. However, the grout material is not filled according to the design, so that the grout material is not supplied structurally weak and has a big disadvantage in deformation during buoyancy and positive pressure action by groundwater.

In addition, the buoyancy anchor method uses an anchor, which is an anchor that is installed so that the tensile force of the tension portion resists the ground by frictional resistance and acupressure resistance, and the force transmitted from the tension portion and the structure that transmits the tensile force from the anchor head to the anchor body. It consists of an anchor head that delivers the tension to the tension section, and after installing the retaining wall, processing and assembling the tension member and drilling a plurality of pieces to insert the tension member on the ground, and then cleaning the foreign matter or collapsed soil in the drilling hole. After inserting the next tensile material, the first grouting is performed. After curing, the tension is checked and tested.

However, the method is widely used in civil engineering sites, has the advantage of less deformation during buoyancy and positive pressure action by groundwater, but the construction cost is expensive when the buoyancy anchor method is applied to the drawing structure due to long-term tension Creep deformation occurs, and damage to the structure is likely to occur due to corrosion of the tensioned wire and reduction of the strands, and it is difficult to repair.

Therefore, in the case of the re-tensioning system to supplement the above method, the construction cost is excessively 2,3 times higher than that of general construction, and there are many problems in the waterproofing of the anchor drilling part.

Accordingly, an object of the present invention for improving the problems as described above, in the ground work, can resist both tension and drawing and indentation, so that the stability of the structure is maintained by maintaining the horizontal state of the ground constant by buoyancy resistance and bearing force reinforcement To this end, the present invention adopts a pressurized soil nailing to pressurize and grout the grouting material to expand the diameter of the perforated hole and to increase the adhesion between the surface of the pipe reinforcing material and the grouting material to increase the peripheral frictional force and tolerate the permissible load. To maximize the increase and robustness of the present invention is to provide a tensile pile construction method for ground reinforcement using pressurized grouting to improve the pull-out force to improve the economic efficiency and shorten the air.

Figure 1a, b is a conceptual diagram of the present invention pressure grouting soil nailing method.

Figure 2 is an enlarged cross-sectional view showing an installed state of the present invention.

Figure 3 is a cross-sectional view showing another embodiment of the pipe reinforcement of the present invention.

Figure 4a, b is a cross-sectional view showing a pipe reinforcement cut piece of the present invention.

Explanation of symbols on the main parts of the drawings

1: Ground 2: Hole

10: pipe reinforcement 11: inner diameter

12: injection hole 13: spacer

14, 14 ': support member 19: injection hole

15: packing member 16: pretension

17: incision 18: incision

19: injection hole 20: grouting material

In order to achieve the above object, in the reinforcement tension pile construction method that can support the compressive force and tensile force of the ground reinforcement work on the soft ground, a plurality of pipe reinforcement is installed on the perforated hole of the ground along the outer peripheral surface A high pressure cement milk with a spraying hole formed in the shape of the injection hole and a spiral portion for expanding the cross-sectional area of one end of the outer circumferential surface for expanding the surface adhesion force, and having a pair of supporting members formed with an injection hole for the installation of the packing member. Achieving the object is characterized in that the interior of the perforated hole is tightly filled by spraying.

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

1A and 2B are conceptual views of the pressurized grouting soil nailing method of the present invention, and FIG. 2 is an enlarged cross-sectional view illustrating an installed state of the present invention.

As shown in the figure, the construction of the relevant construction method is performed so that the tensile force is generated even on external loads such as load, earth pressure, hydraulic pressure, buoyancy, and positive pressure on the soft ground or poor ground and various installation structures. Select the appropriate location of the required ground Use the hydraulic crawler drill equipment (not shown) to drill the plurality of drilling holes 2 in the ground so that the pipe reinforcement 10 can be inserted into the size of the drilling holes 2. Various adjustments are made to form the drilled hole 2 with a predetermined depth and diameter.

At this time, a soil nailing method is provided to adjust the diameter of the drilling hole (2), the pressure grouting soil nailing method described in the patent registration No. 366156 registered by the present inventors of the hydraulic crawler drill equipment The diameter and length of the outer circumferential surface of the plurality of wing bits and the outer circumferential surface of each of the various sizes can be easily mounted / removed so that the diameter of the drilling hole 2 can be variously adjusted at the lower end thereof. As the conversion adapter for the connection is integrated, the ground through the first step and the first step of drilling the hole (2) vertically in the ground (1) using the pressure grouting soil nailing method 1) has a two-step process of inserting the pipe reinforcement 10 in the longitudinal direction to a diameter slightly smaller than the diameter of the drilled hole (2).

In addition, the pipe reinforcing material 10 inserted into the drilling hole 2 has a plurality of injection holes 12 are formed so that the inner diameter 11 of a predetermined size is communicated with the inner diameter 11 and the outer circumferential surface thereof, and has a lower end portion. The pipe reinforcing material 10 may be located on the center line of the drilling hole 2 by the spacer 13 formed to the same diameter as the drilling hole (2).

In addition, the upper end of the pipe reinforcing material (10) is formed in a state in which a predetermined interval is maintained, the inlet of the drilling hole (2) perforated by a pair of support members 14 of the same diameter as the drilling hole (2) Is sealed, the urethane chemical is injected through the injection hole 19 formed in the support member 14 on one side of the pair of support members 14 to perforate the expansion of the packing member 15 due to gelation. It has a three-step process capable of tightly sealing the inlet of the hole (3).

Cement milk solution, which is a grouting material 20 in which cement and water are mixed at an appropriate ratio through an inner diameter 11 formed in the pipe reinforcement 10 which is tightly sealed and fixed to the drilling hole 2 through a three-step process as described above. When spraying at a high pressure, a four-step process in which the high-pressure grouting material 20 is strongly and evenly sprayed through a plurality of injection holes 12 communicated with the inner diameter 11, and the inside of the drilling hole 2 is tightly filled. Due to the expansion of the drill hole (2) and the cement milk penetrated into the surrounding ground, the effective diameter is increased, and the frictional force between the nail reinforcement (10) and the surrounding soil is significantly increased, resulting in soft soil, expandable soil, and sedimentary soil. It is excellent in tensile force because it prevents the load from being transferred to the ground and sinks.

After finishing the above four-stage process is to finish the five-stage process of the grouting method by placing the shock concrete on the ground.

In addition, Figure 3 is another embodiment for maximizing the tensile force of the pipe reinforcement of the present invention, the spiral portion is formed on the top of the pipe reinforcement (10) to prevent the settlement of the structure when buoyancy occurs to fasten the pre-tension 15, the perforated hole When the inlet of (2) is sealed, the urethane chemical solution is injected through the injection hole 19 formed in the support member 14 on one side of the pair of support members 14 to increase the sealing property of the packing member 15 due to gelation. It is possible to tightly pressurize the inlet of the drilling hole 3 by expansion, and a support member 14 ', which is a non-woven material for supporting the grouting material 20, is formed at the lower end to close the drilling hole 2 tightly. When the cement milk liquid, which is the grouting material 20, is sprayed at a high pressure through the inner diameter 11 of the sealed pipe reinforcement 10, a high pressure grouting material is provided through a plurality of injection holes 12 communicating with the inner diameter 11. Strong and evenly spray 20 When the inside of the hole 2 is filled intactly, the support member 14 'is expanded to support the grouting material 20, so that the load of the structure is prevented from being transmitted and settled to the ground by buoyancy due to the increased frictional force of the surrounding soil. The structure is maximized.

4A and 4B are cross-sectional views illustrating a pipe reinforcement section of the present invention, in which a pair of support members 14 are formed with injection holes for fastening the pretension 16 and installing the packing member 15 on the pipe reinforcement 10. The cutting hole 17 and the cutting piece 18 are formed at a predetermined length at the bottom) and the lower part, so that the cutting piece 18 is closely contacted in all directions inside the drilling hole by pressure when spraying high pressure cement milk. This can be maximized to maintain a stable horizontal state of the structure.

Therefore, the present invention having the above configuration is to pressurize the structure and the pulling force and tensile force on the ground of the ground in order to prevent the structure is settled by the soft soil, expandable soil, sedimentary soil, etc. By using the grouting method to fill the inner surface of the drilling hole tightly, it is possible to reduce the process and increase the effective hole, so that the pullout resistance due to the increase of frictional force with the surrounding soil of the nail reinforcement material is greatly increased. It is possible to reduce the drilling hole or widen the installation interval of the nail reinforcement, which has a useful effect in terms of economy and efficiency.

Claims (3)

In the construction method of reinforcement tension pile for supporting the tensile force to resist the upward force such as compressive force and buoyancy for reinforcement of the bearing force in the foundation of the structure, The pipe reinforcing material installed on the perforated hole of the ground includes a plurality of injection holes formed along the outer circumferential surface thereof and a spiral for expanding the cross-sectional area of one end of the outer circumferential surface for the expansion of surface adhesion force, and a pair of injection holes formed for the installation of the packing member. Ground pile reinforcement and pull resistance combined pile method using pressurized grouting, characterized in that the inside of the drilling hole is filled intently by spraying high-pressure cement milk while the supporting member is installed on the outer peripheral surface of the tip. The method of claim 1, wherein the pipe reinforcing material is a pressure grouting structure characterized in that each of the structure is formed with a pair of support members formed in the injection hole for the pre-tension fastening and the installation of the packing member at the top and a support member for supporting the grouting material at the bottom Ground bearing reinforcement and pullout resistance According to claim 1, wherein the pipe reinforcement is characterized in that the structure is formed with a pair of support members formed in the injection hole for the installation of the pre-tension fastening and the packing member at the top and the cut-out piece is expanded in all directions with the incision hole at the bottom Ground bearing reinforcement and pullout resistance