JP7275844B2 - WALL-LIKE STRUCTURE AND METHOD OF CONSTRUCTING WALL-LIKE STRUCTURE - Google Patents

Description

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a wall-like structure having a core material constructed in the ground and a method for constructing the wall-like structure.

Conventionally, as underground spaces continue to grow in scale, the reverse construction method is often adopted for the construction of structures with underground floors in order to shorten the construction period and consider the surrounding environment. The reverse construction method is a construction method in which the basement floor is built from the upper floor to the lower floor by repeating the excavation of the ground and the construction of the underground frame in order while using the floor beams of the building body as strut support. , Before starting excavation of the ground, bury the upside-down pillars supporting the floor beams in the ground.

For example, in Patent Document 1, as shown in the plan view of FIG. A method is disclosed in which concrete piles 17 connected with each other are constructed and, as shown in FIG.

FIG. 10(b) shows an application of the above-described method to the case of providing a reverse-strike support at the construction position of the permanent support inside the building. However, if you try to place the upside-down pillars at the construction position of the permanent pillars on the outer wall side of the building, the concrete piles that support the upside-down pillars must be built close to the diaphragm wall, and the construction method is requires various ingenuity.

For example, as a method of simultaneously constructing a concrete pile that supports an inverted support column and an underground continuous wall, Patent Document 2 describes an excavated groove for constructing an underground continuous wall 191 and an underground outer circumference for burying the outer peripheral column 20. Rectangular holes for constructing the pillars 192 are constructed continuously, and after inserting the reinforcing bar cage and the outer circumference pillars 20, concrete is poured. As a result, as shown in FIG. 11, a T-shaped RC continuous wall 19 is constructed in which the underground continuous wall 191 and the underground peripheral pillar 192 are integrated.

In addition, as a method of constructing the concrete piles that support the upside down struts and the diaphragm wall in separate processes, after constructing the diaphragm wall in the ground and curing it for a predetermined period, it is placed close to the diaphragm wall. drill a hole in the ground and erect an upside-down post in the hole. Concrete is placed to a height where the vicinity of the lower part of the upside-down pillar is buried, and after a predetermined curing time is provided, the gap between the underground hole and the upside-down pillar above the concrete is excavated and the soil is removed. backfill with

The method of constructing the T-shaped RC continuous wall 19, such as that of Patent Document 2, excavates separately a rectangular hole for constructing the underground perimeter pillar 192 in continuation with the excavated groove for constructing the underground continuous wall 191. Therefore, the construction is complicated. In addition, since the outer pillars 20 are buried in concrete up to the upper end, it is necessary to remove the outer pillars 20 from the concrete when constructing the basement floor. For this reason, a great deal of labor is required, which tends to be disadvantageous in terms of work time and cost.

In addition, the internal space of the building B is formed inward from the site boundary line L by at least the sum of the cross section of the outer pillar 20 and the wall width of the diaphragm wall, and the planned construction site of the building is effectively used. It tends to be difficult to utilize

On the other hand, in the method of constructing the concrete piles that support the upside-down pillars and the diaphragm wall in separate processes, it is not necessary to remove the upside-down pillars from the concrete when constructing the basement floor, but it is a separate process. As a result, the number of working days is increased, which leads to an increase in costs.

JP 2008-150944 A JP-A-2000-54409

As mentioned above, if an attempt is made to place the upside-down pillars close to the diaphragm wall, both methods are inferior in workability and economic efficiency, and it is difficult to make effective use of the planned construction site. A method is also adopted in which the is not placed inside the area surrounded by the diaphragm wall, but is contained within the wall of the diaphragm wall.

As a result, although workability is improved, it becomes necessary to adjust the wall width of the diaphragm wall in accordance with the cross-sectional diameter of the reverse-strike support. In recent years, the need for super high-rise reinforced concrete buildings has increased, and in order to support a large axial force, the member cross-sections of the upside-down pillars that support them have also increased. Then, in order to accommodate the upside-down struts with enlarged member cross sections within the wall width of the diaphragm wall, the wall width of the diaphragm wall has to be further increased, resulting in a significant increase in cost and an increase in cost. Since it narrows the internal space of the underground frame, it is also disadvantageous in terms of design.

The present invention has been made in view of such problems, and its main purpose is to integrally construct a diaphragm wall and a foundation pile with a core material while improving workability and rationalizing design. It is an object of the present invention to provide a wall-like structure and a method for constructing the wall-like structure.

In order to achieve such an object, the wall-like structure of the present invention is a cast-in-place reinforced concrete wall-like structure constructed in the ground, and has a columnar general part in which a core member in an upright state is stored. and an enlarged bottom portion provided at the lower end of the general portion; and a wall-shaped body provided integrally with the general portion of the core material storage, wherein the core material storage is is formed so that the cross-sectional diameter of the general portion is larger than the wall width of the wall-like body, and is arranged so that a part of the wall-like body protrudes outward from the wall surface of at least one of the wall-like bodies; is arranged such that a part of the wall-shaped body is inside the wall surface of at least one of the wall-shaped bodies.

Moreover, the wall-like structure of the present invention is characterized in that the core material is an inverted post.

According to the wall-like structure of the present invention, the columnar core material storage body is provided integrally with the wall-like body, and is arranged so that a part of it protrudes outward from the wall surface of at least one of the wall-like bodies. . As a result, it is possible to construct a diaphragm wall in which the foundation piles are integrated by allowing the tip portion of the core material storage body to reach the support layer and function as foundation piles.

Therefore, if a wall-like structure is constructed by aligning the axis of the core storage body and the wall core of the wall-like body with the construction position of the foundation pile on the outer wall side of the building, the continuous wall using the wall-like structure The piles can be constructed directly under the building, making it possible to secure a high degree of superiority in terms of structural design. On the other hand, if a wall-like structure is constructed by eccentrically eccentrically aligning the axis of the core material storage body and the wall center of the wall-like body, the retaining wall integrally provided with foundation piles and the underground outer wall can be used as both a permanent structure and a wall-like structure. It is also possible to construct a diaphragm wall of

In addition, since the core storage body is formed to be larger than the wall width of the wall-like structure, in order to adopt the upside down construction method for the construction of super high-rise buildings with reinforced concrete structures that tend to be subject to large building loads, large cross-section Even when the reversed strut is used as the core material, the wall-shaped body can be set to the minimum necessary wall width, the design can be rationalized, and the material cost can be greatly reduced. .

Furthermore, the core material is arranged so that a part of the core material enters inside the wall surface of at least one of the wall-shaped bodies. As a result, it is possible to reduce the amount of protrusion of the core storage body protruding from the wall surface of the wall-shaped body, and to secure a large internal space inside the building. In addition, when the reverse-strike strut is used as the core material, the pressing force and the pulling force can be smoothly applied to the entire wall-like structure via the core material.

Therefore, even if the building load transmitted to the wall-like structure via the reversed strut becomes a large load, the peripheral frictional force of the wall-like structure, the peripheral frictional force of the core material container, and the tip support force are effective. can be well supported.

At this time, if a plurality of expanded-diameter portions provided in the core storage body are provided not only at the tip portion but also at a height position in contact with the ground where the supporting force can be expected, the wall-like structure can be expanded in the depth direction while ensuring the supporting force. It is also possible to reduce the size of the structure to 200 mm, which makes it possible to further reduce the material cost and improve the workability.

The method for constructing a wall-like structure of the present invention comprises: excavating an underground hole in the ground at a planned arrangement position of the core material container; excavating an excavated groove at the planned arrangement position of the wall-shaped body; After providing a continuous hole in which the trench and the underground hole are continuous, a reinforcing bar cage continuing to the underground hole and the excavated groove is inserted into the continuous hole, and the reinforcing bar cage is located inside the It is characterized in that the core material is built into the underground hole, the continuous hole is filled with a cement-based hardening material, and the wall-shaped body and the core material container are simultaneously constructed.

According to the wall-like structure construction method of the present invention, when constructing a concrete structure in the ground, concrete piles and diaphragm walls can be constructed without incorporating complicated work or special work. Since it is possible to apply a construction method that is generally adopted in practice, it is possible to greatly improve the workability and contribute greatly to the reduction of construction costs and shortening of the construction period.

According to the present invention, the core storage body is formed in a columnar shape, and is arranged so that a portion thereof protrudes outward from at least one of the wall surfaces of the wall-shaped body, and the core material is partially disposed inside the wall-shaped body. By arranging the walls so that they enter the inside of at least one of the walls, it is possible to construct the diaphragm wall and the foundation pile with core material as a single unit while improving workability and streamlining the design. becomes.

FIG. 2 is a diagram showing a diaphragm wall constructed by connecting a plurality of wall-like structures according to the embodiment of the present invention; It is a figure which shows the detail of the wall-like structure in embodiment of this invention. It is a figure showing the whole wall-like structure in an embodiment of the invention. It is a figure which shows the example which constructed|assembled the building by the reverse construction method using the wall-shaped structure in embodiment of this invention. It is a figure which shows the construction method of the wall-like structure in embodiment of this invention (part 1). It is a figure which shows the construction method of the wall-like structure in embodiment of this invention (part 2). It is a figure which shows the construction method of the wall-like structure in embodiment of this invention (the 3). It is a figure which shows the method of constructing a diaphragm wall by joining wall-like structures in embodiment of this invention. It is a figure which shows the other example of the wall-like structure in embodiment of this invention. FIG. 2 is a diagram showing concrete piles supporting upside-down pillars constructed at the construction position of permanent pillars inside a building in the prior art; FIG. 10 is a diagram showing concrete piles supporting upside-down pillars constructed at construction positions of permanent pillars on the outer wall side of a building in the prior art.

The present invention integrates a core material storage body that can function as a foundation pile and a wall-like body that can function as a retaining wall, and is constructed particularly by adopting the reverse hammering method. It is a structure suitable for use as the foundation of a building. In the following, the case of constructing a building having a basement floor by adopting the reverse construction method in an area surrounded by a diaphragm wall will be described in detail.

≪Wall structure≫
As shown in FIG. 1, the wall-like structure 1 can construct a diaphragm wall 100 by connecting a plurality of wall-like structures 1 so as to surround a site on which a building B having an underground floor U is planned to be constructed. As shown in FIG. 2(a), it is composed of a wall-shaped body 2 and a core storage body 3. As shown in FIG. In the core storage body 3, a reverse-strike strut 4, which is a core, is stored.

The upside-down pillars 4 are used, for example, as shown in FIG. In addition, after construction, it is a steel frame member that functions as a permanent pillar on the outer wall side of building B.

In the present embodiment, as shown in FIG. 2( a ), a cross-shaped steel material (so-called cross H steel material) in which H-shaped steels are combined in a cross shape as shown in FIG. Any core material may be used as long as it is used in the hammering method. In addition, a stud bolt 41 is fixed to the tip of the reverse-strike support 4 in a predetermined range, as shown in FIG. 4(a). It should be noted that the member is not necessarily limited to the stud bolt 41 as long as it is a member used as a shear connector that enhances adhesion to the concrete F.

As shown in FIGS. 2(a) and 3(a), the core storage body 3 is a substantially cylindrical reinforced concrete column body arranged in the ground in a state as if the wall-shaped body 2 were penetrated. , and the counterstrike support 4 is inserted so that the axes are coaxial. As shown in FIG. 3( a ), the leading end portion of the core storage body 3 reaching the support layer 201 is provided with an enlarged diameter portion larger than the general portion 33 , that is, an enlarged bottom portion 31 .

As shown in FIG. 2(a), the wall-like body 2 is a wall body having protruding curved surface portions on one wall surface 21 and the other wall surface 22 in a plan view. It also serves as the side peripheral surface of 3. In other words, the core storage body 3 constructed integrally with the wall-shaped body 2 has a cross-sectional diameter larger than the wall width of the wall-shaped body 2, and the one wall surface 21 and the other wall surface 22 of the wall-shaped body 2 are formed. are arranged so that a part thereof protrudes outward from each of the

In this way, in the wall-like structure 1 in which the wall-like body 2 and the core material storage body 3 are integrated, the reinforcing bar cage 5 includes the vertical bars 51 and the horizontal bars 52 as shown in FIG. 6(b). , a plurality of reinforcing frames 6 arranged at intervals in the depth direction, straight portions along one wall surface 21 and the other wall surface 22 of the wall-shaped body 2 in plan view, and a core storage body 3, and a curved surface portion protruding along the side peripheral surface.

The reinforcing frame 6 is made of a strip-shaped steel plate, and as shown in FIG. and a plurality of frame plates 62 extending in the wall width direction of the wall-like body 2 and arranged at intervals in the wall-like body 2 in the wall length direction.

As shown in FIG. 3(a), the wall-like structure 1 having the above-described structure has a wall core C of the wall-like body 2 and an axis O of the core material storage body 3, that is, an axis of the reverse-strike strut 4. are arranged to match. As a result, it is possible to function as a wall pile that supports the building B, and if a plurality of these are connected to construct the underground continuous wall 100, the permanent construction will support the building B and also serve as an earth retaining wall and an underground outer wall. Since continuous wall piles can be used together, it is possible to secure a high degree of superiority in terms of structural design.

In other words, the load acting from the building B is smoothly transmitted to both the wall-shaped body 2 and the core storage body 3 via the reversed support 4, and when the pushing force acts, the core storage body 3 is This can be resisted by the tip supporting force of the provided expanded bottom portion 31 and the circumferential frictional force between the ground and the wall surface of the wall-like body 2 and the general portion 33 of the core material storage body 3 . On the other hand, when a pull-out force acts from the building B via the reversed support pillar 4, the pull-out resistance of the expanded bottom portion 31 provided in the core material storage body 3 and the wall surface of the ground and the wall-shaped body 2 and the core material storage This can be resisted by the circumferential frictional force with the general portion 33 of the body 3 .

Further, as shown in FIG. 3B, when the hard stratum 203 exists in the depth position until reaching the support layer 201, the expanded diameter portion 32 may be provided. In this way, when a pushing force or a pulling force acts from the building B, it can be further resisted by the vertical supporting force or the pulling resistance force of the expanded diameter portion 32, so that the wall-like structure can be constructed while ensuring the supporting force. The object 1 can also be shortened in the depth direction, which makes it possible to reduce material costs and improve workability.

Further, since the building B is a super high-rise reinforced concrete structure that can receive a large load, even if the upside-down support 4 has a large cross section, the cross-sectional diameter of the upside-down support 4 is larger than the wall width of the wall-shaped body 2. Since it is stored in the core storage body 3, it does not affect the wall thickness of the wall-shaped body 2. - 特許庁Therefore, when designing the wall-like structure 1, the wall-like body 2 can be set to the minimum necessary wall width without considering the size of the cross section of the reverse-strike support 4, and the design can be rationalized. It becomes possible to reduce the material cost significantly.

In this way, even if the building B constructed by adopting the reverse construction method is a building with a high aspect ratio that generates a large pulling force, or a building that is made of reinforced concrete and has a large building load, The wall width and length in the depth direction of the wall-shaped body 2, the cross-sectional diameter and length in the depth direction of the core material storage body 3, the number of the enlarged diameter portions 32, etc. can be appropriately adjusted, and rationality with little waste. It is possible to design effectively and economically.

The construction position of the expanded diameter portion 32 is not limited to the height range of the hard stratum 203. For example, when the pushing force applied from the building B is large, the expanded diameter portion 32 is formed in a hard If it is arranged directly above the stratum 203 and the pull-out force exerted by the building B is large, the expanded diameter portion 32 may be arranged directly below the hard stratum 203 . Also, the quantity is not limited at all.

In addition, in the wall-like structure 1, the core storage body 3 is integrated with the wall-like body 2 so that a part of the reverse-strike support 4 is inserted inside the wall-like body 2. - 特許庁For this reason, in the underground continuous wall 100 constructed using the wall-like structure 1, the curved surface protruding from the wall-like body 2, that is, the amount of protrusion of the core storage body 3 is small. For this reason, compared with the prior art as shown in FIG. 11, not only is it possible to ensure a larger internal space of the building B, but also, as shown in FIG. , it is possible to secure a larger space in the building B.

On the other hand, as shown in FIG. 4(b), if the diaphragm wall 100 is placed at a position where the necessary internal space can be secured, the distance between the diaphragm wall 100 and the site boundary line L is increased. be able to. As a result, it is possible to alleviate the close construction to the existing structure E outside the site, and to prevent adverse effects on the neighboring existing structure E due to the construction of the diaphragm wall 100. It is also possible to provide a protective space by constructing a soil improvement body between the diaphragm wall 100 and the site boundary line L.

In FIG. 2A, the axial center O of the core storage body 3 is aligned with the wall center C of the wall-shaped body 2, but this is not necessarily the case. For example, in a state in which both the axis O of the core material storage body 3 and the wall core C of the wall-shaped body 2 extend in the vertical direction, the pushing force and the pull-out force acting on the wall-shaped structure 1 are applied to the wall-shaped body 2 . 2(b) and (c), the axial center O′ of the core material and the wall center C of the wall-like body 2 ' can be shifted. In FIG. 2(b), the core storage body 3 is arranged so that a part thereof protrudes outward from the other wall surface 22 of the wall-like body 2, and the reverse-strike strut 4 is arranged so that a part thereof protrudes from the other wall surface 22 of the wall-like body 2. It is arranged so as to enter inside from the wall surface 22.例文帳に追加In FIG. 2(c), the core storage body 3 is arranged so as to protrude outward from one wall surface 21 and the other wall surface 22 of the wall-shaped body 2 with different projection amounts, and the reverse-strike support 4 also It is arranged so that a part of it is inserted inside one wall surface 21 and the other wall surface 22 of the wall-like body 2 .

If such a wall-like structure 1 is employed in a portion along the site boundary line L of the diaphragm wall 100 as shown in FIG. 1, the diaphragm wall 100 can be brought closer to the site boundary line L. It becomes possible. It should be noted that even when the amount of deviation between the axis O' of the core material and the wall center C' of the wall-shaped body 2 is large, the wall-shaped structure 1 is used to function as a core material storage body functioning as a concrete pile. 3 integrally provided, it is possible to construct a permanent diaphragm wall 100 that serves both as an earth retaining wall and an underground outer wall.

≪Method for constructing a wall-like structure≫
A method of constructing the diaphragm wall 100 using the wall-like structure 1 will be described below together with the method of constructing the wall-like structure 1 described above.

<Drilling continuous holes>
First, as shown in FIG. 5( a ), the underground hole 13 for constructing the core storage body 3 is excavated until the tip reaches the support layer 201 .

The underground hole 13 is excavated by installing the bucket-type excavator 7 at the planned arrangement position of the core material container 3 and then rotating the bucket 72 attached to the tip of the Kelly bar 71 around the vertical axis. to form. Since the excavated earth and sand is stored in the bucket 72, the work of pulling up the bucket 72 from the ground to discharge the soil and the work of rotating and pressing the bucket 72 into the ground to excavate are repeated. In addition, during the excavation work of the underground hole 13, the stabilizing liquid W is constantly supplied.

Next, as shown in FIG. 5(b), an excavation groove 12 for constructing the wall-like body 2 is excavated on one side of the underground hole 13 so as to partially overlap the core storage body 3. The groove 121 and the excavated groove 122 on the other side are excavated in this order until the tip reaches the impermeable layer 202 .

First, the horizontal multi-axis excavator 8 is installed in a suspended state at a position where the wall-like body 2 on one side of the underground hole 13 is to be constructed. The ground is excavated to construct an excavated trench 121 on one side.

The horizontal multi-axis excavator 8 excavates the ground by rotating a pair of cutter drums 81 attached to its tip around a horizontal axis, and the excavated earth and sand is contained in the horizontal multi-axis excavator 8. It is sucked up to the ground together with the stabilizing liquid W through a mud-lifting hose (not shown).

The stabilizing liquid W mixed with the sucked up earth and sand undergoes processing such as sediment separation on the ground, and then the stabilizing liquid W is returned to the excavated groove 121 on one side for circulating use. After the excavation groove 121 on one side is constructed, the horizontal multi-axis excavator 8 is installed in a suspended state at a position where the wall-like body 2 on the other side of the underground hole 13 is to be constructed. While supplying the stabilizing liquid W, the ground is excavated by the horizontal multi-axis excavator 8 to construct an excavated trench 122 on the other side.

The dug groove 121 on one side and the dug groove 122 on the other side, which are arranged in parallel, both overlap with the underground hole 13 at their opposing ends to form one excavated groove 12 that is continuous through the underground hole 13. As a result, a continuous hole 11 composed of the underground hole 13 and the excavated trench 12 is formed.

<Excavation of expanded hole and expanded bottom>
As shown in FIG. 5(c), an enlarged bottom hole 131 for providing the expanded bottom portion 31 at the tip of the core material container 3 and an enlarged diameter hole 131 for providing the enlarged diameter portion 32 at the general portion 33 of the core material container 3 are provided. A diameter hole 132 is constructed at a predetermined height position of the underground hole 13 forming the continuous hole 11 .

The enlarged-bottom hole 131 and the enlarged-diameter hole 132 are formed by installing the dedicated knot excavator 9 at the position where the core material storage body 3 is to be arranged, and then suspending the excavator 9 into the underground hole 13 to form the hole wall of the underground hole 13 . constructed by excavating the ground The dedicated joint excavator 9 forms the hole wall of the underground hole 13 by rotating a bucket 92 with diameter-expanding wings attached to the tip of a rod 91 around a vertical axis and protruding the diameter-expanding wings. Excavate the ground that is

Although the excavated earth and sand falls to the bottom of the underground hole 13, a part of it is stored in the diameter-expanding bladed bucket 92. The operation of pulling up from the ground and removing the soil, and the operation of suspending the bucket 92 with diameter-expanding wings down to the underground hole 13 and projecting the diameter-expanding wings to excavate the ground forming the hole wall of the underground hole 13 are repeated. .

This work is repeated by the number of bottom-enlarged holes 131 and 132, and finally, the sediment accumulated at the hole bottoms is stored in the bucket 92 with diameter-enlarged wings, and the bottom is dredged and discharged to the ground.

<Installation of reinforcing bar cage 5 and installation support>
As shown in FIG. 6(a), the slime removing device 14 is used to remove the slime adhering to the pore wall, the bottom is dredged again, and the stable liquid W is replaced with a good liquid. After that, as shown in FIGS. 6(b) and 7(a), the reinforcing bar cage 5 and the reverse-strike struts 4 are erected.

The reinforcing bar cage 5 is manufactured in a factory or the like by dividing the whole into the excavated groove 121 on one side, the excavated groove 122 on the other side, and the parts to be arranged in the underground hole 13 respectively, and is continuously manufactured at the construction site. It may be connected while being suspended in the hole 11, or may be built into the continuous hole 11 while being manufactured on site.

After erecting the reinforcing bar cage 5, the upside-down struts 4 are suspended and inserted into the underground hole 13 inside the reinforcing bar cage 5. - 特許庁The upside down strut 4 is inserted into the underground hole 13 until the shear connector 41 provided in the vicinity of the tip reaches a depth deeper than the construction position of the foundation baseboard in the building B to be constructed. After that, adjustment is made so that the axis of the underground hole 13 and the axis of the counter-strike support 4 coincide with each other, and the erection of the counter-strike support 4 is completed.

<Construction of wall-like structure and diaphragm wall>
Finally, as shown in FIG. 7(b), the tremie pipe 10 is inserted into the predetermined position of the continuous hole 11, and instead of the stabilizing liquid W that fills the continuous hole 11, concrete F is placed, and the reinforcing bar cage 5 and the reverse The hammering support 4 is buried. A plurality of tremie pipes 10 may be inserted into predetermined positions of the excavated groove 12 and the underground hole 13 so that the continuous hole 11 is filled with the concrete F to every corner. After that, when the concrete F hardens after a predetermined curing period, the wall-like structure 1 is formed by simultaneously constructing the core material storage body 3 in which the upside-down struts 4 are stored and the wall-like body 2 in the ground. .

Then, when the wall-like structures 1 constructed by the above procedure are successively constructed, a diaphragm wall 100 surrounding the site on which the high-rise building B is planned to be constructed, as shown in FIG. can be built. At this time, if the arrangement interval of the reversed struts 4 is large in design, only the wall-shaped bodies 2 are constructed and spliced between the adjacent wall-shaped structures 1, and the arrangement intervals of the reversed struts 4 are increased. may be adjusted.

In addition, in both cases of constructing the wall-like structure 1 continuously and constructing the wall-like structure 1 and the wall-like body 2 side by side, the wall-like body 2 constructed earlier and the wall-like body 2 succeedingly. As shown in FIG. 8, a horizontal multi-axis excavator 8 is used to remove the end of the previously constructed wall-like body 2 in order to improve the adhesion performance at the joint portion of the wall-like body 2 to be constructed. It is preferable to excavate the excavated groove 12 while chipping and roughening.

In addition, in the depth range where the reverse-strike support 4 in the core material storage body 3 is buried, there are metal fittings ( (not shown) may be buried. By doing this, when building the basement floor U from the upper floor to the lower floor while excavating the ground, the hardware can be protruded from the core material storage body 3 without protruding the reverse-strike support 4. By using this hardware, it becomes possible to support the floor beams of the basement floor U with the core storage bodies 3 and the upside down struts 4 .

As described above, the construction method of the wall-like structure 1 can be applied to the construction method that has been conventionally adopted when constructing a concrete structure in the ground, so there is no need to incorporate complicated work or special work. , it is possible to improve workability.

In particular, by making the core material storage body 3 that stores the reversed support 4 cylindrical, a general construction when constructing a cast-in-place concrete pile such as an earth drill method using a bucket excavator 7 Since the method can be applied to the core material storage body, it is possible to greatly contribute to shortening the construction period and reducing the construction cost compared to the conventional construction method.

The wall-like structure 1 and the method for constructing the wall-like structure 1 of the present invention are not limited to the above embodiments, and various modifications are possible without departing from the scope of the present invention.

For example, in the present embodiment, as shown in FIGS. 3A and 3B, the wall-shaped body 2 and the core storage body 3 are constructed with different lengths in the depth direction, and the wall-shaped body 2 Although the core storage body 3 is built up to reach the support layer 201 until it reaches the permeable layer 202, for example, both may be built up to reach the support layer 201 as shown in FIG.

Further, although the core storage body 3 is arranged in the central portion of the wall-shaped body 2 in the wall length direction in plan view, it is not necessarily limited to this. For example, the core storage body 3 may be provided at the side end of the wall-shaped body 2 .

1 wall-like structure 2 wall-like body 3 core material storage body 31 expanded bottom portion (expanded diameter portion)
32 Expanded diameter portion 33 General portion 4 Reversed strut (core material)
41 Stud bolt 5 Reinforcing bar cage 51 Vertical bar 52 Horizontal bar 6 Reinforcement frame 61 Annular frame 62 Frame plate 7 Bucket type excavator 71 Kelly bar 72 Bucket 8 Horizontal multi-axis excavator 81 Cutter drum 9 Joint excavator 91 Rod 92 Expansion Bucket with radial blade 10 Tremy tube 11 Continuous hole 12 Excavated groove 121 Excavated groove 122 on one side Excavated groove 13 on the other side Underground hole 131 Expanded bottom hole 132 Expanded diameter hole 14 Slime removal device 15 Cylindrical body 151 Expanded bottom part 16 Wall-shaped body 17 Concrete pile 18 Steel column 19 T-shaped RC continuous wall 191 Underground continuous wall 192 Underground peripheral column 20 Peripheral column 100 Continuous underground wall 201 Support layer 202 Impermeable layer 203 Hard stratum B Building U Basement floor E Existing structure O Axis Core C Wall core W Stabilizing liquid W
F Concrete (cement-based hardening material)

Claims (3)

A wall-like structure of cast-in -place reinforced concrete built in the ground,
a core material storage body comprising a cylindrical general part in which a core material in an upright state is stored, and an enlarged bottom part provided at the lower end of the general part ;
a wall-shaped body provided integrally with the general portion of the core material storage body,
The core material storage body is
The general portion has a cross-sectional diameter larger than the wall width of the wall-like body, and is arranged so that a portion of the general portion protrudes outward from at least one wall surface of the wall-like body,
The core material
A wall-like structure, wherein the wall-like structure is arranged such that a part of the wall-like body is inside the wall surface of at least one of the wall-like bodies. In the wall-like structure according to claim 1,
A wall-like structure, wherein the core material is an inverted strut. A method for constructing a wall-like structure according to claim 1 or 2,
An underground hole is excavated in the ground at the planned arrangement position of the core material container, an excavated groove is excavated at the planned arrangement position of the wall-shaped body, and the excavated groove and the underground hole are connected to each other. After setting
inserting a reinforcing bar cage continuous with the underground hole and the excavated trench into the continuous hole, and erecting the core material in the underground hole inside the reinforcing bar cage;
A method for constructing a wall-like structure, wherein the wall-like body and the core material container are simultaneously constructed by filling the continuous hole with a cement-based hardening material.

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