KR101023488B1 - Construction method for land-side protection wall using composite shell - Google Patents

Abstract

The present invention is a hollow cylindrical composite formed by winding and laminating high-strength fiber filament instead of reinforcing bar or H-pile used as stress material in the conventional CIP (Cast in Place Pile) method or SCW (Soil Cement Wall) method. The use of a shell can simplify the work process, and relates to a retaining method that can reduce construction costs.

According to the present invention, a clamshell method using a composite shell includes the steps of pre-fabricating a composite shell having a relatively high strength and a composite shell having a relatively small strength according to a predetermined design criterion; Drilling the ground into which the one or two composite shells are to be inserted; Inserting the first composite shell or the second composite shell into the excavation hole formed by the drilling; Injecting a filler into an excavation hole into which the first composite shell or the second composite shell is inserted to form a cast-in-place pile; And forming the earth wall by continuously constructing the outer circumferential surface of the site-pouring pile in contact with each other.

Composite shell, retaining wall, earth wall

Description

Earthquake construction method using composite shell {CONSTRUCTION METHOD FOR LAND-SIDE PROTECTION WALL USING COMPOSITE SHELL}

The present invention relates to a soil cladding method using a composite shell, and in particular to a high-strength fiber filament instead of the reinforcing bar or H-pile used as a stress material in the conventional CIP (Cast in place pile) method or SCW (Soil Cement Wall) method By using a hollow cylindrical composite shell formed by winding and laminating, the present invention relates to an earth film construction method that can simplify a work process and reduce construction costs.

The earthen block is used to prevent soil collapse of adjacent ground when excavating the ground to build a structure underground. It is a method using H-pile and soil plate, CIP method, SCW method, sheet pile method and underground continuous. A slurry wall method and the like are known.

Specifically, the CIP method and the SCW method are a kind of cast-in-place casting pile method, and the CIP method is drilled to a design depth at a predetermined diameter by using a drilling tool as shown in FIG. It is inserted into the excavation hole and cast concrete 103 to form a cast-in-place concrete pile 100, the construction of the soil cast method to form a soil wall by continuously constructing the cast-in-place concrete pile 100 in contact with the outer circumferential surface. In this case, the strength is improved by inserting the H-ply 102 instead of the reinforcing bar network 101 at predetermined intervals.

Meanwhile, in the SCW method, as shown in FIG. 1B, after drilling the ground to a design depth using a three-axis auger, the cement paste 111 is mixed and stirred with excavated soil while injecting cement paste 111 to prepare a soil cement pile. Forming (110), but the construction of the soil cement pile 110 by overlapping continuous construction for forming a soil wall is a method. At this time, the H-pile 112 is inserted into the stress material at predetermined intervals to reinforce the strength.

The CIP method and the SCW method have a low noise and vibration and have little effect on the adjacent ground, and are currently widely used as an earthquake method for excavation work in downtown. However, since the CIP method and the SCW method use reinforcing bars and / or H-piles as stress materials, a separate process such as assembly of a rebar network is required or material costs are high, and especially after completion of excavation work on the front of the earth wall, it is inserted into the stress material. Since H-files are dead, expensive H-files are not recycled and are wasted.

An object of the present invention is a hollow cylinder formed by winding and laminating high-strength fiber filament instead of reinforcing bar or H-pile, which is used as stress material for supporting the load on the back side of the earth wall in the earth retaining method for forming the earth wall by the casting type casting place. The use of a shaped composite shell can simplify the work process, reduce construction costs and provide a clogging method that can prevent expensive H-pile from being dead.

Another object of the present invention is to provide a clogging method that can be used as a permanent wall of the earth wall for the clogs.

According to the present invention, a clamshell method using a composite shell includes the steps of pre-fabricating a composite shell having a relatively high strength and a composite shell having a relatively small strength according to a predetermined design criterion; Drilling the ground into which the one or two composite shells are to be inserted; Inserting the first composite shell or the second composite shell into the excavation hole formed by the drilling; Injecting a filler into an excavation hole into which the first composite shell or the second composite shell is inserted to form a cast-in-place pile; And forming the earth wall by continuously constructing the outer circumferential surface of the site-pouring pile in contact with each other.

According to another aspect of the present invention, a clamshell method using a composite shell may include: prefabricating the composite shell according to a predetermined design criterion; Drilling three excavation holes at a time using a three-axis auger; Injecting a filler into the excavation hole to mix and stir the internal soil of the excavation hole; Inserting the composite shell into the excavation hole to form a site-pouring pile; And forming a earth wall by continuously constructing the outer circumferential surface of the site-pouring pile in an overlapping state.

In an embodiment, the composite shell may be a hollow cylindrical shape formed by winding and laminating a high strength fiber filament impregnated in a polymer support until it reaches a predetermined thickness around a rotating mandrel.

According to the clamshell method using the composite shell of the present invention, since the reinforcing bar and / or H-pile is not used as a stress material for supporting the load on the back surface of the earth wall, a process such as reinforcing bar mesh is unnecessary, simplifying the construction cost, In particular, expensive H-pile can be prevented from being lost after the excavation is completed.

In addition, the earth wall formed by the earth blocking method of the present invention can be used as a permanent wall.

The present invention is a hollow cylindrical shape formed by winding and laminating high-strength fiber filament instead of conventional reinforcing bar mesh and / or H-pile as stress material in the earth retaining method by casting-type in-place casting method such as CIP method or SCW method. By using a composite shell, we propose a masonry method that can simplify the work process, enable economic construction, and use the formed earth wall as a permanent wall.

The composite shell used in the earthquake process according to the present invention has a hollow cylindrical shape, impregnated a bundle of high-strength fiber filament to a binder of a polymer matrix, and then around a rotating mandrel. It is formed by winding and laminating until it reaches a predetermined thickness. In this case, glass fiber, aramid fiber, etc. may be used as the high strength fiber, but more preferably, high strength carbon fiber is used. As the polymer support, various epoxy, vinyl esters, polyesters, etc., which may be cured by chemical, heat, or ultraviolet rays may be used.

The biggest feature of the composite shell according to the present invention is that the strength of the composite shell can be variously varied by adjusting the winding angle and spacing of the high strength fiber filament wound to form the composite shell. Therefore, it is possible to easily produce a composite shell having an optimum strength in accordance with the required design criteria.

On the other hand, the inner surface of the composite shell is preferably formed with a projection 210 as shown in FIG. The protrusion 210 is to increase the mechanical adhesion between the composite shell 200 and the filler to be described later to perform the integration behavior, and may be formed concentrically or helically.

Hereinafter with reference to the accompanying drawings will be described in detail the clogging method using a composite shell according to an embodiment of the present invention.

First, two types of composite shells having different strengths depending on the design are wound up and laminated with high strength fiber filaments as described above, and prefabricated. Among the two types of composite shells, the one with the greatest strength is referred to as "one kind of composite shell" for convenience of explanation, and the one with the smallest strength is called "two kinds of composite shell". Meanwhile, the prefabricated first composite shell and the second composite shell may be used in the field according to the design depth. At this time, the bonding is preferably made by bonding the inner coupler of the same material as the composite shell using a resin such as epoxy.

Thereafter, as shown in Figure 3 (a) using a drilling equipment, such as auger (Auger) to drill to the design depth. At this time, when the perforated ground is a soft ground and there is a fear that the hollow wall in the excavation hole may collapse, it is preferable to insert the steel casing to perforate the steel casing. On the other hand, the slime generated by puncturing the clay using an air lifting pump (air lifting pump) and the like.

After completion of the excavation, as shown in Figure 3 (b) and Figure 4a is inserted into the pre-fabricated one kind of composite shell 320 or two kinds of composite shell 310 into the excavation hole, and filling the filler 330 As shown in Fig. 3 (c) and 4a to form a site-pouring pile (300). In this case, it is preferable to use concrete as the filling material, but is not limited thereto. Cement or soil cement may also be used.

As described above, by continuously constructing the site-pouring pile 300 in a state in which the outer circumferential surface abuts, the earth wall for the retaining wall is formed as shown in FIG. 4A. In FIG. 4A, the one type of composite shell 320 is inserted at one ratio per four excavation holes, and the type 2 composite shell 310 is inserted at the other excavation holes. The use ratio of the first composite shell 320 can be freely changed depending on the load condition to be applied.

On the other hand, when a separate support hole such as a strut or earth anchor is required according to the load condition on the back surface of the earth wall, as shown in FIG. 4B, a wale is formed on the outer circumferential surface of the first composite shell 320. It is preferable that the groove filling structure 340 for the connection is bonded. The grooved structure 340 is made of a steel having a joint having a radius of curvature equal to the outer diameter of the first type composite shell 320, and an outer circumferential surface of the first type composite shell 320 using a resin such as epoxy. Are bonded to.

In this case, the first composite shell 320 is preferably inserted into an excavation hole after a predetermined coating material is coated at the position where the groove filling structure 340 is to be bonded, and is removed by excavating the front surface of the earth wall. The grooved structure 340 can be easily bonded.

Meanwhile, the earthquake method using the composite shell according to the present invention may be modified by the order earthquake method as shown in FIG. 5. First, three drill holes are drilled at a time to the design depth by using a three-axis auger provided so that the rotational zones of the stirring blades of each axis overlap each other. At this time, the filling material 420 is injected without excavating the earth and sand inside the excavation hole and mixed and stirred with the earth and sand inside the excavation hole. As the filler 420, it is preferable to form a soil cement using cement paste, but is not limited thereto. Concrete may also be used.

After the filler 420 is injected and mixed and stirred with the excavation hole internal soil, the composite shell 410 according to the present invention is inserted into the stress material to form the in-site casting pile 400. Although one composite shell 410 is inserted per two excavation holes in FIG. 5, this is exemplary and may be changed depending on the load conditions on the back surface of the earth wall. In this way, by constructing continuously in the state in which the outer peripheral surface of the site-pouring pile 400 overlaps to form the earthwall wall for the order.

On the other hand, in the modified embodiment of the present invention, if a separate support hole is required, it is preferable that the groove filling structure for connecting the wale (wale) is connected to a predetermined position of the composite shell as described in the preferred embodiment of the present invention. Since the bonding method of the shell and the grooved structure is the same as described in the preferred embodiment of the present invention, a detailed description thereof will be omitted.

In this way, as a stress material supporting the load of the earth wall for earthquake wall formed by continuously constructing the site-casting pile, a separate process such as reinforcing steel network is used by using a prefabricated composite shell instead of the conventional rebar network or H-pile. There is an advantage that economical construction is possible because the work process is simplified and unnecessary material cost is reduced.

In addition, the cast-in-place pile formed by the conventional CIP method or SCW method can not be used as a permanent wall because the cross-section is not uniform to ensure the strength, but in the earthquake method according to the present invention hollow hollow composite shell used as a stress material Filling material such as concrete is filled in the inside to ensure a constant cross section. Therefore, the earth wall formed by the earth retaining method according to the present invention can be used as a permanent wall after completion of excavation construction.

In the above description of the present invention, specific embodiments have been described, but various modifications are possible without departing from the scope of the present invention. Therefore, the scope of the present invention should not be limited to the above-described embodiments, but should be defined by the equivalents of the claims of the present invention as well as the claims below.

Figure 1a is a section plan view of the earth wall formed according to the CIP method.

Figure 1b is a section plan view of the earth wall formed according to the SCW method.

2 is a partially cutaway perspective view of a composite shell according to one preferred embodiment of the present invention.

Figure 3 is a schematic view showing a sequential method using a composite shell according to an embodiment of the present invention sequentially.

Figure 4a is a plan view of the section of the earth wall formed by the earth clogging method according to an embodiment of the present invention.

Figure 4b is a schematic perspective view showing the bonding of the grooved structure according to an embodiment of the present invention.

Figure 5 is a section plan view of the earth wall formed by the earthquake method according to a modified embodiment of the present invention.

Claims (16)

Prefabricating a relatively high strength one composite shell and a relatively low strength two composite shell according to a predetermined design criterion; Drilling the ground into which the one or two composite shells are to be inserted; Inserting the first composite shell or the second composite shell into the excavation hole formed by the drilling; Injecting a filler into an excavation hole into which the first composite shell or the second composite shell is inserted to form a cast-in-place pile; And Comprising the step of forming the earth wall by continuous construction in contact with the outer circumferential surface of the cast-in-place pile, And said composite shell is a hollow cylindrical shape formed by winding and laminating a high strength fiber filament impregnated in a polymer support until it reaches a predetermined thickness around a rotating mandrel. The method according to claim 1, wherein the earth blocking method, After the excavation of the front portion of the earth wall, the earthquake construction method using a composite shell further comprising the step of bonding a groove filling structure for connecting the strip to the first composite shell. delete The method of claim 1, wherein the high strength fiber is any one selected from glass fiber, aramid fiber or high strength carbon fiber. The method according to claim 1, wherein the polymeric support is an earth film construction method using a composite shell, characterized in that any one selected from epoxy, vinyl ester or polyester. The method according to claim 1, wherein the composite shell is a mudstone construction method using a composite shell, characterized in that the projection is formed on the inner surface. The method according to claim 1, wherein the one kind of composite shell is inserted into the excavation hole at a ratio of at least one or more two kinds of composite shells. The method of claim 1, wherein the filler is earth or concrete using a composite shell, characterized in that the cement paste. Prefabricating the composite shell according to predetermined design criteria; Drilling three excavation holes at a time using a three-axis auger; Injecting a filler into the excavation hole to mix and stir the internal soil of the excavation hole; Inserting the composite shell into the excavation hole to form a site-pouring pile; And Comprising the step of forming the earth wall by successive construction in the state that the outer peripheral surface of the cast-in-place piles overlap, And said composite shell is a hollow cylindrical shape formed by winding and laminating a high strength fiber filament impregnated in a polymer support until it reaches a predetermined thickness around a rotating mandrel. The method of claim 9, wherein the earth clogging method, After the excavation of the front portion of the earth wall, the earthquake construction method using a composite shell further comprising the step of bonding a groove filling structure for connecting the strip to the composite shell. delete 10. The method of claim 9, wherein the high strength fiber is any one selected from glass fiber, aramid fiber and high strength carbon fiber. 10. The method of claim 9, wherein the polymer support is any one selected from epoxy, vinyl ester, and polyester. 10. The method of claim 9, wherein the composite shell has a protrusion formed on an inner surface thereof. 10. The method of claim 9, wherein the composite shell is inserted into the excavation hole at a rate of at least two excavation holes. 10. The method of claim 9, wherein the filler is concrete or cement paste.

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