WO2012114529A1

WO2012114529A1 - Method for reinforcing piling, and piling

Info

Publication number: WO2012114529A1
Application number: PCT/JP2011/054407
Authority: WO
Inventors: 一求神農
Original assignee: 株式会社新生工務
Priority date: 2011-02-27
Filing date: 2011-02-27
Publication date: 2012-08-30
Also published as: US20130330133A1; CA2827910A1

Abstract

The purpose of the present invention is to provide a method by which a piling is reinforced and stable support strength can be provided to a building. The method accordingly includes a step for removing a peripheral region of a buried piling, and exposing the piling, and a step for forming in the removed area a reinforcement layer surrounding the piling. Employing a reinforcement method of such description enables load from the building to be supported by the piling and the reinforcement layer. The reinforcement layer can be formed by laying crushed rock, sandbags, concrete, or mortar; pouring a hardening materials; or a combination thereof.

Description

Pile reinforcement method and pile

This invention relates to reinforcement of building foundations. Specifically, it relates to reinforcement of foundation piles.

If the building load increases due to extension, lack of support capacity due to soft ground, deterioration of foundation piles, etc., it is necessary to reinforce the foundation of the building. Examples of the reinforcing method for the foundation include the addition (addition) of new piles and the methods disclosed in Patent Documents 1 and 2. The method of patent document 1 inserts the steel pipe whose diameter is smaller than the said pile in the pile currently used for the foundation of a building, and reinforces a pile from the inner side. The method of patent document 2 reinforces the outer peripheral surface of a pile by winding a sheet-like fiber material around the peripheral surface of the pile.
On the other hand, when a new pile is provided, if the supporting ground is in a deep position, a long pile is used or a plurality of relatively short piles are connected and used accordingly.

JP 2004-60155 A JP 2007-138510 A

In the conventional addition, in order to secure a work space for press-fitting a new pile, it is necessary to dug a wide range of the foundation ground of the building, and the work is complicated. Since an installation space for press-fitting a new pile is required, depending on the building to be constructed, the construction may be difficult. In addition, it is necessary to prepare a pile having a length that reaches the support ground, or to connect a plurality of short piles to reach the support ground, which is disadvantageous in terms of cost. The methods of Patent Documents 1 and 2 reinforce a specific part of the pile, such as a deteriorated part, and are not suitable for the purpose of improving the supporting force of the entire pile.
On the other hand, even when a new pile is provided, it has been troublesome to press-fit a pile having a length that reaches the support ground. Furthermore, the use of long piles was also disadvantageous in terms of cost. Moreover, even when connecting a plurality of relatively short piles, it takes time to press-fit until reaching a deep support ground.
Then, this invention makes it one of the objectives to provide the method of improving the bearing capacity of a pile. Another object of the present invention is to provide a pile installation method that can obtain a desired support force on the intermediate support ground without being pressed into the deep support ground.

The present invention has been made to solve at least one of the above problems, and a first aspect of the present invention comprises the following configuration. That is,
A method of reinforcing a pile,
Removing the peripheral area of the buried pile and exposing the pile;
Forming a reinforcing layer surrounding the pile to the removed region;
This is a method for reinforcing piles.

According to the pile reinforcing method of the first aspect, the reinforcing layer is formed so as to surround the exposed pile, so that the load of the building is supported by the pile and the reinforcing layer. Thereby, although the length, thickness, and / or press fit strength which are requested | required of a pile are reduced and the effort which forms a reinforcement layer increases, the load required for the construction as a whole is reduced.
The reinforcing layer is preferably formed evenly around the exposed pile. In other words, it is preferable to match the center of the reinforcing layer with the center of the pile. It is preferable that the reinforcing layer is not fixed to the pile but is brought into contact with the peripheral surface of the pile and a predetermined bonding force is provided between the two.
The thickness (width in the vertical direction) of the reinforcing layer with respect to the axial direction of the pile is not particularly limited. For example, the horizontal width of the reinforcing layer can be the same as the vertical width. The thickness of the reinforcing layer may be uniform, or may change continuously or stepwise in the axial direction of the pile. For example, the shape of the reinforcing layer can be a columnar shape, a partial conical shape, or a truncated cone shape centered on the axis of the pile.
When the reinforcing layer is formed around the pile, it is preferable to apply a pressing force to the reinforcing layer. Thereby, the ground around the reinforcing layer is pressed and strengthened. In addition, a sufficient bonding force can be applied to the reinforcing layer and the pile, and as a result, a force is applied to the pile and the embedded state of the pile is stabilized.

It is a schematic diagram of the reinforcement method 1 of a pile. It is a figure explaining the effect of the pile 20 reinforced by the reinforcement method 1 of a pile. It is a schematic diagram of the reinforcing method 100 of a pile. It is a figure explaining the effect of the pile 20 reinforced with the reinforcement method 100 of a pile. It is a schematic diagram of the reinforcement method 101 of a pile. It is a schematic diagram of the reinforcing method 102 of a pile. It is a figure explaining the effect of the pile 20 reinforced by the reinforcement method 102 of a pile. It is a schematic diagram of the installation method of the pile 200. FIG. FIG. 9A is a perspective view of the pile 200 to which the joint member 600 is attached, and FIG. 9B is a perspective view of the pile 202 to which the bar member 630 is attached. It is a schematic diagram for demonstrating the Example in the other situation of this invention. FIG. 6 is a schematic diagram for explaining the function and effect of the stabilizer 80. It is a schematic diagram for demonstrating the modification in the other situation of this invention. It is a schematic diagram for demonstrating the other modification in the other situation of this invention.

In the pile reinforcing method according to the first aspect of the present invention, first, the peripheral region of the buried pile is removed to expose the pile (first step). In the first step, the range of the region to be removed is not particularly limited, and can be appropriately determined in consideration of the required supporting force, the size of the anchor member described later, the hardness of the ground around the pile, and the like. . For example, the range of the area to be removed can be a cylindrical area or a quadrangular prism area having the axis of the pile as the central axis. The method for removing the peripheral region of the pile is not particularly limited as long as a space can be formed in the peripheral region of the pile. For example, the peripheral area of the pile may be dug down to remove debris, or the space may be formed so that the pile is exposed by compacting the ground in the peripheral area of the pile.

In the method for reinforcing a pile according to the first aspect of the present invention, after removing the peripheral region of the pile and exposing the pile, a reinforcing layer is formed around the pile. More specifically, a reinforcing layer is formed from the bottom of the removed region (second step). Thereby, a hard layer is formed in the peripheral region of the pile. As a method for forming the reinforcing layer, for example, a method of laying crushed stone, sandbag, concrete or mortar, injecting a solidifying material, or a combination thereof can be employed. When laying crushed stone, sandbag, concrete, or mortar, the thickness to be laid can be determined as appropriate in consideration of the required supporting force, the hardness of the ground around the pile, and the like. In the case of using a solidifying material, a known solidifying material can be adopted. The reinforcing layer is preferably formed so that the upper surface thereof is horizontal.
In addition, the kind of pile in a 1st situation is not specifically limited. For example, the reinforcing method of the first aspect can be applied to known piles such as steel pipe piles, PHC piles, RC piles, and SC piles.

A saddle member can also be attached to the exposed pile (third step).
By providing the ridge, the heel member that abuts the reinforcement layer is attached to the embedded pile, so that a support force can be obtained from the reinforcement layer via the heel member, and the support force of the entire pile is improved. In addition, compared to the case of adding additional space, additional space is not required, and the construction area only needs to be the peripheral area of the pile, making it easy to construct a building where it is difficult to secure sufficient work space. It is. Moreover, since the construction range is small, it contributes to shortening the construction period. Moreover, even if it does not press-fit until it reaches a deep support ground, a predetermined support force can be obtained in the intermediate support ground, and the pile length can be shortened.

The shape of the eaves member is preferably a shape that provides a sufficient area in contact with the reinforcing layer, and can be, for example, a disk shape, a rectangular plate shape, a hexagonal plate shape, etc., centered on the axis of the pile. Moreover, it is preferable that the shape of a gutter member is a shape of the axial object centering on the axial center of a pile. This is because the building load is applied in a balanced manner to the gutter member. Note that a plurality of plate-like members may be combined to form a flange member.
The method for attaching the eaves member to the pile is not particularly limited, and for example, welding, bonding with an adhesive, bonding with a bolt, fitting with a fitting mechanism, screwing with a screwing mechanism such as threading, and the like can be employed. Moreover, the connecting member which can be connected with a saddle member and a pile may be prepared, and a saddle member may be attached to a pile via the said connecting member.

鍔 The member that comes into contact with the reinforcing layer does not necessarily need to come into contact with the reinforcing layer when the member is attached to the pile or when the enforcement is completed. That is, the reinforcing layer and the eaves member may be separated when the eaves member is attached or when the implementation is completed. After completion of the implementation, the backfilled soil or the like enters the separated area and fills the separated area, or the pile is press-fitted together with the eaves member by the load of the building, and the separated area is compressed and the eaves member and the reinforcing layer , The support force can be obtained from the reinforcing layer via the eaves member against the load of the building.

After attaching the eaves member to the pile so as to contact the reinforcement layer, the formation material of the reinforcement layer may be laid again or injected so as to cover the eaves member. Thereby, a collar member will be located in a reinforcement layer. As a result, the contact area between the reinforcing layer and the eaves member increases, and the supporting force as a whole improves. Moreover, since the eaves member is located in the reinforcing layer, occurrence of displacement of the eaves member with respect to the reinforcing layer after enforcement is prevented.

Another aspect of the present invention is a pile embedded in the ground provided with a reinforcing layer near the surface layer, and is erected on the pile head of the pile or the peripheral surface of the pile, and the pile is in the ground. It is a pile provided with the eaves member which contact | abuts a reinforcement layer when it is embed | buried. Here, the reinforcing layer can be formed by excavating the ground and laying crushed stone, sandbag, concrete or mortar, injecting solidified material, or a combination thereof. According to the pile of this aspect, a supporting force improves because the said heel member contacts a reinforcement layer. Thereby, even if it does not press-fit until it reaches | attains a deep support ground, predetermined | prescribed support force can be obtained and pile length can be shortened.
The shape of the eaves member is preferably a shape in which an area in contact with the reinforcing layer is sufficiently obtained. Moreover, it is preferable that the shape of a gutter member is a shape of the axial object centering on the axial center of a pile. It is because the load of the building etc. which the said pile supports is loaded with a sufficient balance with respect to a gutter member.

設ける When providing a heel member on the peripheral surface of the pile, the position where the heel member is provided can be appropriately determined in consideration of the depth and hardness of the supporting ground on which the pile is installed and the hardness and composition of the reinforcing layer. It is preferable to provide the said heel member so that the surrounding surface of a pile may be enclosed. This is because axial displacement is prevented because the supporting force is obtained in a well-balanced manner. The eaves member is preferably provided perpendicular to the peripheral surface of the pile. This is because the supporting force obtained by the eaves member is in the vertical direction, and the supporting force is efficiently exhibited with respect to the building and the like supported by the pile.

The distance from the connecting part of the saddle member to the pile to the outer edge of the saddle member, that is, the size of the saddle member is, for example, about 0.5 to about 5.0 times the diameter of the pile, preferably about 1.0 to It can be about 3.0 times. Sufficient support force can be obtained by setting the size of the eaves member. In addition, the kind of pile in a 2nd situation is not specifically limited similarly to a 1st situation, Well-known piles, such as a steel pipe pile, a PHC pile, RC pile, and SC pile, are employable.
Examples of the present invention will be described in detail below.

Schematic diagram of the pile reinforcing method 1 of the present invention is shown in FIG. As shown in FIG. 1A, the pile reinforcement method 1 forms a space 40 by removing the soil in the peripheral region of the pile head 21 of the pile 20 embedded in the ground 10 as the foundation of a building (not shown). The pile 20 is exposed. The space 40 has a cylindrical shape having a diameter of about 500 mm and a depth of about 1000 mm with the pile 20 as an axis. The bottom 41 of the space 40 is a substantially horizontal plane.

Next, as shown in FIG. 1B, a crushed stone 50 is laid on the bottom 41 of the space 40 to form a reinforcing layer 51. The thickness of the reinforcing layer 51 is about 500 mm. The crushed stone 50 is laid densely, and the upper surface of the reinforcing layer 51 is horizontal. When laying the crushed stone 50, it is preferable to apply a pressing force to the crushed stone 50. For example, it is preferable to disperse the crushed stone 50 into the space 40 a plurality of times, and to compress the crushed stone 50 each time it is introduced. By dividing the pressing operation into a plurality of times, the reinforcing layer can be made stronger, as well as when a sufficient opening area cannot be secured in the space 40 or in a narrow working space such as under the floor. Even when it is difficult to apply a large force to the reinforcing layer at once, the reinforcing layer can be sufficiently pressed. As a result, the surrounding ground of the reinforcing layer is strengthened, and the embedded state of the pile is further stabilized.
A surface 52 of the reinforcing layer 51 facing the pile 20 is in contact with the outer peripheral surface 24 of the pile 20. Next, as shown to FIG. 1C, the space part 40 is refilled and construction is completed. The entire space 40 may be filled with the crushed stone 50 to form a reinforcing layer.

The figure explaining the effect by the reinforcement method 1 of a pile is shown in FIG. As shown in FIG. 2, according to the pile reinforcing method 1, the crushed stone is pressed into the reinforcing layer 51, so that a high friction coefficient can be generated between the reinforcing layer 51 and the pile 20. According to the reinforcing layer 51 having such a high friction coefficient, the supporting force Pa is obtained by the load F. In addition, a frictional force is generated by the load F at the contact portion between the outer peripheral surface 24 of the pile 20 and the ground 10 to obtain the support force Pb. These result, the supporting force _{P 1} which faces the supporting ground 11 to the load _{F 1} at the distal end 23 of the pile 20 is achieved, the supporting force Pa, Pb are obtained at the outer peripheral surface 24 of the pile 20.
The force from the footing 30 is also applied to the reinforcing layer 51 itself, and the building load is supported by the reinforcing layer 51.

Since the construction range of the pile reinforcing method 1 is only the peripheral region of the pile 20, the work space can be small. Thereby, it can construct easily with respect to the building where it is difficult to ensure sufficient work space. Moreover, since the construction range is small, the construction period can be shortened.
In the present embodiment, the crushed stone 50 is laid and the reinforcing layer 51 is formed. Alternatively, sandbags, concrete, or mortar may be laid. Further, the reinforcing layer 51 may be formed by injecting a solidifying material.
In the example of FIGS. 1 and 2, the reinforcing layer 51 is embedded in the ground, but the surface of the reinforcing layer 51 may be exposed.

Schematic diagram of the pile reinforcing method 100 of the present invention is shown in FIG. Members identical to those shown in FIGS. 1 and 2 are given the same reference numerals, and descriptions thereof are omitted. In the pile reinforcing method 1 ′, the space 40 is formed in the same manner as shown in FIGS. 1A and 1B in the pile reinforcing method 1 to expose the pile 20 (see FIG. 3A). Next, as shown in FIG. 3B, a crushed stone 50 is laid on the bottom 41 of the space 40 to form a reinforcing layer 51. The thickness of the reinforcing layer 51 is about 500 mm. The crushed stone 50 is laid densely, and the upper surface of the reinforcing layer 51 is horizontal. Next, as shown in FIG. 3C, the eaves member 60 is attached to the pile 20 so as to contact the reinforcing layer 51. The eaves member 60 is a disk shape centering on the axis | shaft of the pile 20, and the diameter of the outer periphery is about 300 mm. Next, as shown to FIG. 3D, the space part 40 is refilled and construction is completed.

The figure explaining the effect by the reinforcing method 100 of a pile in FIG. 4 is shown. As shown in FIG. 4, according to the pile reinforcing method 100, the eaves member 60 attached to the pile 20 comes into contact with the upper surface of the reinforcing layer 51 formed by laying the crushed stone 50. Thereby, when the building load F is applied to the pile 20, a part F ₁ of the load F is applied to the support ground 11 from the tip 23 of the pile 20, and a part F _{2 of the} load F is applied from the brim member 60 to the reinforcing layer 51. Take on the top surface. Thus, the supporting force P ₁ which faces the load F ₁ is obtained from the support ground 11, the support force P ₂ is obtained opposite from the upper surface of the reinforcing layer 51 to the load F _2. The supporting force P ₃ caused by the frictional force at the contact portion between the outer peripheral surface 24 and the ground 10 of the pile 20 is also obtained. Thus, pile 20 which has been reinforced by the reinforcing method 100 piles by new supporting force P ₂ is obtained, and thus to improve the bearing capacity of the pile 20.

Since the construction range of the pile reinforcing method 100 is only the peripheral region of the pile 20, the work space can be small. Thereby, it can construct easily with respect to the building where it is difficult to ensure sufficient work space. Moreover, since the construction range is small, the construction period can be shortened.

FIG. 5 shows a schematic diagram of a pile reinforcing method 101 according to another embodiment of the present invention. In addition, the same code | symbol is attached | subjected to the member equivalent to the member shown to FIGS. 1-4, and the description is abbreviate | omitted. The pile reinforcing method 101 is the same as shown in FIGS. 3A to 3C in the pile reinforcing method 100, in which the space portion 40 is formed to expose the pile 20, and the crushed stone 50 is laid on the bottom 41 of the space portion 40 for reinforcement. The layer 51 is formed, and the gutter member 60 is attached to the pile 20 (see FIGS. 5A to 5C). Next, as illustrated in FIG. 5D, the crushed stone 50 is further laid in the space portion 40 so as to cover the heel member 60. Thereby, the eaves member 60 is positioned in the reinforcing layer 51. Thereafter, the space 40 is refilled as shown in FIG. 5E, and the construction is completed.

According to the pile reinforcement method 101, the same effect as the reinforcement method 100 is obtained. Furthermore, since the eaves member 60 is located in the reinforcing layer 51, the area where the eaves member 60 and the reinforcing layer 51 come into contact increases, and the total amount of frictional force generated by the load F increases. Thereby, it contributes to the improvement of the supporting force with respect to the load F as a whole. Moreover, since the eaves member 60 is positioned in the reinforcing layer 51, occurrence of displacement of the eaves member 60 with respect to the reinforcing layer 51 after enforcement is prevented.

FIG. 6 shows a schematic diagram of a pile reinforcing method 102 according to another embodiment of the present invention. In addition, the same code | symbol is attached | subjected to the member equivalent to the member shown to FIGS. 1-4, and the description is abbreviate | omitted. The pile reinforcing method 102 is similar to the pile reinforcing method 100 shown in FIGS. 3A to 3C by forming the space 40 to expose the pile 20 and laying the crushed stone 50 on the bottom 41 of the space 40 to reinforce the pile. Layer 51 is formed (see FIGS. 6A and B). Next, as shown in FIG. 6C, the eaves member 60 is attached to the pile 20 so as to be located at a position separated from the upper surface of the reinforcing layer 51 by a predetermined distance. Next, as shown to FIG. 6D, the space part 40 is refilled and construction is completed. Thereby, when the enforcement is completed, the flange member 60 and the reinforcing layer 61 are separated by a predetermined distance, and the gap portion 70 exists.

FIG. 7 is a diagram for explaining the effects of the pile reinforcing method 102. According to the pile reinforcing method 102, the gap portion 70 exists as shown in FIG. When the load F is applied to the pile 20, the rod member 60 is gradually press-fitted together with the pile 20, and the rod member 60 and the upper surface of the reinforcing layer 51 are in contact with each other. That is, the gap 70 is substantially lost. Thereby, the supporting force which opposes the load F similarly to the reinforcement method 100 of a pile is obtained. In this way, it is not necessary to bring the eaves member 60 into contact with the upper surface of the reinforcing layer 51 during construction and when the execution is completed. Thereby, it becomes easy to secure a work space at the time of attaching the flange member 60, and the attaching workability is improved.

FIG. 8 shows a schematic diagram of an installation method for a pile 200 according to another embodiment of the present invention. As shown to FIG. 8A, the pile 200 is press-fit in the bottom part 401 of the recessed part 400 formed by excavating the ground. The shape of the recess 400 is a columnar shape having a diameter of about 500 mm and a depth of about 1000 mm, and the bottom 401 is substantially horizontal.

A perspective view of the pile 200 is shown in FIG. 9A. The pile 200 has a diameter of about 100 mm and a length of about 1500 mm. A joint member 600 is attached to the pile head in advance by factory welding. The joint member 600 includes a flange portion 601, a first connection portion 602, and a second connection portion 603. The collar portion 601 has a disk shape with a diameter of about 300 mm. The distance d from the connecting portion 604 between the heel portion 601 and the pile 200 to the outer edge 605 of the heel portion 601 is about 100 mm. The first connection portion 602 and the second connection portion 603 have an outer diameter of about 90 mm, slightly smaller than the inner diameter of the pile 200, and a height of about 100 mm. The 1st connection part 602 is inserted in the pile head of the pile 200, and the joint member 600 and the pile 200 are connected by factory welding.

Next, as shown in FIG. 8B, the crushed stone 50 is laid on the bottom 401 of the space 400, and the reinforcing layer 51 is formed in the peripheral region of the pile 200. The thickness of the reinforcing layer 51 is about 500 mm. The crushed stone 50 is laid densely, and the upper surface of the reinforcing layer 51 is horizontal. Next, as shown in FIG. 8C, the pile 200 is press-fitted so that the flange portion 601 is brought into contact with the reinforcing layer 51, and the second connection portion 603 of the joint member 600 is inserted into the lower end of the pile 201. Is installed and the joint member 600 and the pile 201 are welded and fixed. Next, as shown in FIG. 8D, the recess 400 is refilled to complete the construction.

According to the pile 200 of the present embodiment, the support force can be obtained from the reinforcing layer 51 by the flange portion 601 of the joint member 600, and the support force of the entire pile is improved. Thereby, even if it does not press-fit to a deep support ground, predetermined support force is obtained. Moreover, since the shape of the collar part 601 is disk shape centering on the axial center of the pile 200, the load of the building etc. which the said pile 200 supports is loaded with sufficient balance with respect to the collar part 601, and generation | occurrence | production of an axial shift | offset | difference occurs. Is prevented. In addition, although the pile 200 and the pile 201 were used in a present Example, according to the depth which press-fits a pile, a 3rd pile, a 4th pile, and the pile beyond this are connected sequentially through the joint member 600. May be used.

In this embodiment, the pile 200 to which the joint member 600 having the flange portion 601 is attached is used. Instead, as shown in FIG. 9B, the pile 202 having the flange member 630 on the peripheral surface 203 near the pile head is used. You can also The outer shape of the heel member 630 is the same as that of the heel portion 601, and a hole 631 slightly larger than the diameter of the pile 202 is provided at the center. With the pile 202 fitted in the hole 631, the edge 631a of the hole 631 and the peripheral surface 203 near the pile head of the pile 202 are joined in advance by factory welding. Also by such a pile 202, the support force of the pile 202 can be improved by making the eaves member 630 contact | abut to the reinforcement layer 51, and predetermined | prescribed support force is obtained even if it does not press-fit to a deep support ground. Thereby, the pile length of the pile 202 can be shortened.
You may form a cylindrical member in the press direction from the peripheral part of a collar member, or peripheral part vicinity. The operation and the like will be described in the next embodiment. This cylindrical member may be continuous in the circumferential direction or may be intermittent.

A foundation construction method using a stabilizer which is an embodiment in another aspect of the present application will be described with reference to FIG.
First, the steel pipe pile 20 is press-fitted into the ground 10 to a predetermined depth so that the pile head 21 of the steel pipe pile 20 is at substantially the same position as the ground surface (FIG. 10A). Thereafter, a circular groove 81 is formed by excavating a circumferential position of a circle having a diameter of about 1000 mm centered on the axis of the steel pipe pile 20 on the ground surface by a width of about 100 mm and a depth of about 500 mm (FIG. 10B). .

Next, the stabilizer 80 is installed. The stabilizer 80 includes a disk-shaped flat plate portion 82 having a diameter of about 1000 mm, and a side wall portion 83 having a height of about 500 mm that is erected perpendicularly to the flat plate portion 82 along the entire outer periphery of the flat plate portion 82. That is, the shape of the stabilizer 80 is a cylindrical cup shape. The stabilizer 80 has a cup-shaped inner surface (inner flat plate surface 82 a) of the flat plate portion 82 abutting against the pile head 21 of the steel pipe pile 20, and the side wall portion 83 of the stabilizer 80 is fitted into the groove portion 81. It is installed so as to cover the 20 pile heads 21.
Subsequently, the footing 30 of the building is brought into contact with a surface (outer flat plate portion 82b) opposite to the inner flat plate surface 82a of the flat plate portion 82 of the stabilizer 80, thereby constructing the foundation of the building. The flat plate portion 82 of the stabilizer 80 is larger than the bottom surface of the footing 30, and substantially the entire bottom surface of the footing 30 is in contact with the outer flat plate surface 82 b of the flat plate portion 82.

The effect of the stabilizer 80 will be described with reference to FIG. When the building load F is applied to the stabilizer 80, a part Fa of the load F is applied to the support ground 11 from the tip 23 of the steel pipe pile 20 via the stabilizer 80, and a part Fb of the load F is applied to the stabilizer 80. The bottom surface of the inner flat plate portion 82a and the side wall portion 83 is applied to the ground 10. As a result, a support force Pa opposing the load Fa is obtained from the support ground 11, and a support force Pb opposing the load Fb from the inner flat plate portion 82a and a support force Pc opposing the load Fb from the bottom surface of the side wall portion 83 are obtained. It is done. Furthermore, since the soil in the region surrounded by the side wall 83 of the stabilizer 80 and the steel pipe pile 20 is restrained by the side wall 83 and the steel pipe pile 20, a reaction force Pd is obtained with respect to the load Fb. . Further, the supporting force Pe generated by the frictional force is also obtained at the wall surface of the side wall portion 83 of the stabilizer 80 and the contact portion between the outer peripheral surface 24 of the steel pipe pile 20 and the ground 10. As described above, since the supporting force Pa? E is obtained by the stabilizer 80, a high supporting force is obtained as a whole.

In Example 6, although the flat plate portion 82 of the stabilizer 80 is larger than the bottom surface of the footing 30, it is not limited to this. For example, the same effect as that of the stabilizer 80 can be obtained by using the stabilizer 800 having the flat plate portion 820 smaller than the bottom surface of the footing 30 as in the modification shown in FIG.

In Example 6, the stabilizer 80 is provided so as to cover the pile head 21 of the steel pipe pile 20, but the present invention is not limited to this. For example, as shown in FIG. 13, a stabilizer 801 having a penetration opening 84 through which the steel pipe pile 20 penetrates into the flat plate portion 82 of the stabilizer 80 may be used. The stabilizer 801 is excavated to a predetermined depth around the steel pipe pile 20 press-fitted into the ground 10 to expose the outer peripheral surface of the steel pipe pile, and then the steel pipe pile 20 penetrates into the penetration port 84 of the stabilizer 801. The stabilizer 801 is attached to the steel pipe pile 20 by welding or the like. Thereafter, the solidified layer 12 is formed by backfilling the pile head 23 of the steel pipe pile 20 together with the solidifying agent. Then, the footing 30 is brought into contact with the pile head 21 of the steel pipe pile 20. An effect equivalent to that of the stabilizer 80 is also obtained by the stabilizer 801 installed in this manner.

In Example 6, the shape of the flat plate portion 82 of the stabilizer 80 is a disc shape, but the shape is not limited to this, and the flat plate portion 82 has a square shape, a hexagonal shape, another polygonal shape, an elliptical shape, or a combination thereof. It is also good. Further, although the side wall 83 of the stabilizer 80 is provided perpendicular to the flat plate 82, it is not limited to this. For example, a part or all of the side wall portion 83 of the stabilizer 80 may be tapered with respect to the flat plate portion 82.

This invention is not limited to the description of the embodiments of the invention. Various modifications may be included in the present invention as long as those skilled in the art can easily conceive without departing from the description of the scope of claims.

DESCRIPTION OF SYMBOLS 1,100,101,102 Pile reinforcement method 10 Ground 20,200,201,202 Pile 21,210 Pile head 23 Tip 30 Footing 40 Space part 400 Recess part 41, 410 Bottom part 50 Crushed stone 51

Reinforcement layer

60, 630 Anchor member 600 Fitting member 601 buttocks

Claims

A method of reinforcing a pile,
Removing the peripheral area of the buried pile and exposing the pile;
Forming a reinforcing layer surrounding the pile to the removed region;
Reinforcement method of pile including
The pile reinforcing method according to claim 1, wherein the reinforcing layer is formed by laying crushed stone, sandbag, concrete or mortar, or by injecting a solidifying material.
The reinforcement of the pile according to claim 1, further comprising a step of attaching a gutter member to the exposed pile, wherein the reinforcing layer is brought into contact with the gutter member in the step of forming the reinforcement layer. Method.
A pile buried in the ground provided with a reinforcing layer in the vicinity of the surface layer, which is erected on the pile head of the pile or the peripheral surface of the pile, and the reinforcing layer when the pile is buried in the ground A pile provided with a heel member that abuts on the surface.
The pile according to claim 4, wherein the trough member is provided so as to surround a peripheral surface of the pile.
The pile according to claim 4 or 5, wherein the eaves member is provided perpendicular to a circumferential surface of the pile.
The distance from the connecting portion of the saddle member to the pile to the outer edge of the saddle member is 0.5 to 5.0 times the diameter of the pile, according to any one of claims 4 to 6. Pile.
Forming the reinforcing layer comprises:
A first crushed stone throwing step for throwing crushed stone into the removed region;
And a first immobilizing step for compacting the crushed stone introduced in the first crushed stone throwing step.
Forming the reinforcing layer comprises:
A second crushed stone throwing step of throwing crushed stone further onto the crushed stone compacted in the first fixing step;
The method according to claim 8, further comprising: a second immobilization step of compacting the crushed stone input in the second crushed stone input step.