JP5471381B2 - Filling reinforcement method - Google Patents

Description

  The present invention relates to an embankment reinforcement method, and more particularly, to an embankment reinforcement method using a small-diameter pile (a pile having a diameter of 300 mm or less).

  Conventionally, in order to pass roads and railroads, etc., construction has been performed to build up earth (embankment etc.) higher than the surrounding by raising earth and sand on the upper part of the foundation ground, and as a method to reinforce the embankment created by such construction For example, a method as described in Patent Document 1 has been proposed.

  The reinforcing method described in Patent Document 1 is a method in which a casing pipe having a diameter of 20 to 30 cm is press-fitted from the slope of a bank such as a bank and a dog run so that the tip reaches the foundation ground, and a reinforcing bar is used as a reinforcing material in the casing pipe. By inserting and pulling out the casing pipe while placing concrete in the casing pipe, a reinforcing pile from the embankment to the foundation ground is constructed, and a plurality of such reinforcing piles are oriented vertically and diagonally. Build and place concrete between the heads of each reinforcing pile protruding from the slope, connect the heads of multiple reinforcing piles with this plate-like concrete, On both slopes, the embankment is reinforced by providing it at a plurality of locations at appropriate intervals in the longitudinal direction, thereby stabilizing the embankment.

Japanese Unexamined Patent Publication No. Sho 63-110319

  By the way, in the embankment reinforcement method as described above, it is possible to resist the settlement and slippage of the embankment by a plurality of reinforcing pile groups, so that embankments such as embankments, revetments, roadbeds, etc. It is possible to reinforce the embankment and stabilize the embankment.

  However, in the embankment reinforcement method as described above, the reinforcement piles with the heads connected to each other are sufficiently resistant to vertical loads acting on the embankment (vertical inertial force associated with earthquakes, etc.). However, since the reinforcement pile group is provided individually, the whole embankment cannot be reinforced, and is particularly resistant to horizontal loads (such as horizontal inertial force due to earthquakes). Therefore, it is difficult to keep the embankment in the initial shape, and there is a risk that the embankment may slip, sink, or the like.

  This invention is made | formed in view of the above conventional problems, Comprising: It aims at providing the reinforcement construction method of the embankment which can fully resist both a vertical load and a horizontal load.

In order to solve the above problems, the present invention employs the following means.
That is, the present invention is a reinforcement method for embankment in which the embankment formed on the upper part of the foundation ground is reinforced by a pile having a strength capable of resisting tensile load and compressive load, and the pile is placed on the embankment in a substantially vertical direction. In the vicinity thereof, the pile is driven in an oblique direction, and the pile head in the substantially vertical direction and the head of the pile in the oblique direction are combined to form a reinforcing pile group, The reinforcing pile group is provided in at least one place on both side surfaces of the embankment, and the pile is driven in a substantially horizontal direction on the embankment so as to correspond to both reinforcing pile groups facing each other on the both sides. Combining both ends of the pile in the horizontal direction and the heads of the substantially vertical piles and the heads of the diagonal piles of the two reinforcing pile groups, the piles in the diagonal direction are connected to the piles in the diagonal direction. Any of the reinforcing pile groups provided on the opposite side surface of the embankment facing the reinforcing pile group including Both wherein the unconnected.

  According to the embankment reinforcement method of the present invention, when a vertical downward load acts on the embankment for a vertical load (for example, a live load by an automobile, a vertical inertia force due to an earthquake), the pile in a substantially vertical direction And compression resistance force generate | occur | produces in the pile of each diagonal direction, and it can prevent that a big compression force acts on the inside of embankment. In addition, when a vertical upward load (when an upward inertial force is applied to the vertical movement of the earthquake) acts on the embankment, tensile resistance is generated in the piles in the substantially vertical direction and in each oblique direction. A large tensile force can be prevented from acting inside. Furthermore, if vertical upward and downward strains are greatly applied to the inside of the embankment (both amplitudes), the possibility of promoting settlement within the embankment increases, but this is suppressed by a substantially vertical pile and diagonal piles. can do.

  Furthermore, the heads of the piles in the vertical direction, the heads of the piles in the diagonal direction, and the ends of the piles in the horizontal direction are concentrated on the joints (fulcrum parts) on both sides of the embankment. Therefore, it is possible to concentrate the forces acting on the piles in the substantially vertical direction and the diagonal piles of each reinforcing pile group on each connecting portion (fulcrum), and on the opposite side through the horizontal piles. The force can be transmitted to the connecting part (fulcrum part) of the reinforcing pile group, and the force can be distributed to the substantially vertical pile and the oblique pile of each reinforcing pile group on the opposite side. The group can ensure the overall stability of the embankment.

  Furthermore, in this invention, it is good also as providing a clearance gap around each said pile and filling grout material in this clearance gap.

  According to the embankment reinforcement method of the present invention, since the periphery of each pile can be covered with a grout material, it is possible to prevent rust from being generated on each pile.

Furthermore, in the present invention, the tip of each pile is cut obliquely, a single plate is attached to the tip, and a part of the plate is projected from the outer surface of each pile, and each pile and plate It is good also as providing the said clearance gap around each said pile by rotating this.

  According to the embankment reinforcement method of the present invention, a gap can be easily provided around each pile.

  Furthermore, in this invention, it is good also as providing the said clearance gap around each said pile by providing the tip bit larger diameter than each said pile at the front-end | tip of each said pile, and rotating the said tip bit.

  According to the embankment reinforcement method of the present invention, a gap can be easily provided around each pile.

Furthermore, in this invention, it is good also as providing the bag body which covers the circumference | surroundings of each said pile in the site | part which the ground water of each said pile acts, and filling grout material inside this bag body.

According to the embankment reinforcement method of the present invention, the periphery of the site where the groundwater acts on each pile is covered with a bag body filled with grout material inside, so that the occurrence of rust on each pile is prevented. it can.

Furthermore, the present invention provides a pile having a strength capable of resisting a tensile load and a compressive load in a substantially vertical direction on the embankment formed on the upper part of the foundation ground, and in the vicinity thereof, the pile is disposed in an oblique direction. The pile head is placed and the pile heads in the substantially vertical direction and the pile heads in the oblique direction are combined to form a pile group, and the pile group is provided in at least one place on both sides of the embankment. The piles are driven into the embankment in a substantially horizontal direction so as to correspond to both the reinforcing pile groups facing each other on both sides, and the both ends of the substantially horizontal piles and the abbreviations of the two reinforcing pile groups are provided. It is a reinforcement method for embankment that reinforces the embankment by combining the head of the pile in the vertical direction and the head of the pile in the oblique direction, and providing holes penetrating inside and outside in a plurality of locations of each pile, A bag body is provided inside each of the piles, and the bag body is filled with a grout material to be bulged and deformed. Accordingly, a part of the bag body is protruded from the hole to the outer surface side of each pile, or a sheet member is provided in a portion corresponding to each hole inside each pile, and a grout is provided inside each pile. by filling the timber, a plurality of locations of the each pile you characterized in that protrudes above a portion of the respective sheet members each sheet member is bulged deformed from the respective holes on the outer surface of each of said pile A hole penetrating the inside and outside of the pile, a bag body is provided inside each of the piles, and the bag body is filled with a grout material so as to bulge and deform, whereby a part of the bag body is removed from the hole. Each sheet member is projected by projecting to the outer surface side of each pile, or by providing a sheet member at a portion corresponding to each hole inside each pile, and filling a grout material inside each pile. A part of each sheet member is swelled and deformed Wherein the protruded on the outer surface side of the pile from the holes.

  According to the embankment reinforcement method of the present invention, it is possible to secure a gap around each pile by a part of the bag body or a part of the sheet member that protrudes from each hole of each pile to the outer surface side of each pile. it can.

  As described above, according to the embankment reinforcement method of the present invention, it is possible to resist loads in all directions, so that settlement, slipping and horizontal deformation of the embankment can be prevented, and the embankment is brought into an initial shape. It can be maintained and the stability of the embankment can be secured in the long term.

It is the schematic which showed one Embodiment of the embankment reinforcement method by this invention. It is sectional drawing which showed an example of the placement method of the small diameter pile of a perpendicular direction, the small diameter pile of an oblique direction, and the small diameter pile of a horizontal direction. It is sectional drawing which showed the other example of the placement method of the small diameter pile of a perpendicular direction, the small diameter pile of an oblique direction, and the small diameter pile of a horizontal direction. It is sectional drawing which showed the relationship between the bag body and clearance gap of the outer surface side of the small diameter pile of a perpendicular direction, the small diameter pile of an oblique direction, and the small diameter pile of a horizontal direction. It is the schematic which showed the relationship between the bag body and the clearance gap on the inner surface side of the placement method of the small diameter pile of a perpendicular direction, the small diameter pile of an oblique direction, and the small diameter pile of a horizontal direction. It is sectional drawing of FIG. It is a perspective view of a coupling tool. It is the schematic which showed an example of arrangement | positioning of a reinforcement pile group. It is the schematic which showed the other example of arrangement | positioning of a reinforcement pile group. It is explanatory drawing which showed the transmission mechanism (horizontal load) of the force by the reinforcement method of embankment by this invention. It is explanatory drawing which showed the transmission mechanism (vertical load) of the force by the reinforcement method of embankment by this invention.

Hereinafter, embodiments of the present invention will be described with reference to the drawings.
1 to 3 show an embodiment of an embankment reinforcement method according to the present invention. This embankment reinforcement method is a reinforcement method using small-diameter piles (pile with a diameter of 300 mm or less), reinforcing embankments such as embankments built to pass roads and railways, etc., and stabilizing the embankment. It is effective to plan.

  That is, the embankment reinforcement method of the present embodiment, as shown in FIG. 1, includes a plurality of small-diameter piles 7 for a trapezoidal embankment 1 formed by raising earth and sand on the upper part of the foundation ground 4. , 20, 25 are driven from a plurality of directions, and the embankment 1 is reinforced by the plurality of small-diameter piles 7, 20, 25 to stabilize the embankment 1.

  The small-diameter piles 7, 20, 25 are made of a material having strength capable of resisting tensile load and compressive load, specifically, horizontal load (for example, horizontal inertia force due to an earthquake, etc.) and vertical load (for example, , Pile members 8, 21, 26 made of a material having a strength capable of resisting a vertical load due to a live load or an earthquake caused by an automobile and the like, and a pile member 8, The grout material 15 is provided on the inner surface 8c, 21c, 26c side and the outer surface 8b, 21b, 26b side of the 21, 26, and the pile members 8, 21, 26 are, for example, round steel pipe, square steel pipe, H-shape It is comprised from steel etc. (this embodiment round steel pipe).

  In order to reinforce the embankment 1 using the small-diameter piles 7, 20, 25 having the above-described configuration, a connecting tool 30 described later is used as a guide, and the connecting tool 30 is used as a predetermined side surface 3 a of the embankment 1. The pile member 8 is driven in a substantially vertical direction by using the connecting tool 30, the pile member 21 is driven in an oblique direction, and the pile member 26 is driven in a substantially horizontal direction.

  For example, as shown in FIG. 7, the connector 30 includes a cylindrical first mounting portion 31 provided such that the axis is directed in a substantially vertical direction, and a plurality of different inclination angles provided so that the axis is directed in an oblique direction. The cylindrical second mounting portion 32, the cylindrical third mounting portion 33 provided so that the axis is substantially horizontal, and the first mounting portion 31 and the second mounting portion 32 adjacent to each other. It is comprised from the plate-shaped connection board 34 which connects between the 2 attachment parts 32 and between the 2nd attachment part 32 and the 3rd attachment parts 33 by welding etc. integrally.

  One side surface of the embankment 1 is configured so that the first attachment portion 31 faces in a substantially vertical direction, the second attachment portion 32 faces in an oblique direction, and the third attachment portion 33 faces in a substantially horizontal direction. The pile member 8 is placed using the first attachment portion 31 as a guide, the pile member 21 is placed using each second attachment portion 32 as a guide, and the third attachment portion 33 is used as a guide. By driving the pile member 26, the pile member 8 is driven in a substantially vertical direction from one side surface 3a of the embankment 1, a plurality of pile members 21 are driven in an oblique direction, and the pile member is set in a substantially horizontal direction. 27 can be placed.

  After placing the pile member 8, each pile member 21, and the pile member 26, the head 9 of the pile member 8 is integrally connected to the first mounting portion 31 by welding or the like, and the head 22 of the pile member 21 is It connects with the 2nd attaching part 32 integrally, the end part 26a of the pile member 26 is connected with the 3rd attaching part 33 integrally, the head 8 of the pile member 8, the head 22 of each pile member 21, and the pile member 26 The end portion 26a of the first and second end portions 26a are rigidly connected to each other through the connector 30.

  In addition, said connection operation | work is the inside of the clearance gap 14 formed in the outer surface 8b, 21b, 26b side of the pile member 8, 21, 26, and the inner surface 8c, 21c of the pile member 8, 21, 26 so that it may mention later. The grout material 15 may be filled and solidified on the 26c side, and the pile members 8, 21, and 26 may be integrated with the natural ground (the embankment 1, the foundation ground 4, and the support layer 5).

  The connector 30 is not limited to the one having the above-described configuration, and may have a configuration in which the head 9 of the pile member 8, the head 22 of each pile member 21, and the end 26 a of the pile member 26 can be rigidly coupled. That's fine. Further, the head 9 of the pile member 8, the head 22 of each pile member 21, and the end portion 26a of the pile member 26 may be directly rigidly coupled by welding or the like without using the connector 30. Good.

  The pile member 8 can be placed on the embankment 1 by a method as shown in FIGS. 2 and 3, for example. The method shown in FIG. 2 cuts the front-end | tip 8a of the pile member 8 diagonally, attaches the substantially elliptical board | plate material 12 to the front-end | tip 8a of this pile member 8 cut | disconnected diagonally, A part of this board | plate material 12 is pile member 8 The pile member 8 and the plate member 12 are pressed together while being integrally rotated, so that the tip 8a of the pile member 8 penetrates the embankment 1 and the foundation ground 4 to the support layer 5. It is a method to penetrate.

  In the method shown in FIG. 3, a tip bit 13 having a diameter larger than that of the pile member 8 is provided at the tip 8a of the pile member 8, and the pile member 8 and the tip bit 13 having such a configuration are press-fitted while rotating integrally. By doing this, the tip 8 a of the pile member 8 is made to penetrate the embankment 1 and the foundation ground 4 and penetrate into the support layer 5.

  By making the pile member 8 penetrate into the natural ground (the embankment 1, the foundation ground 4, and the support layer 5) by a method as shown in FIGS. 2 and 3, a hole having a diameter larger than that of the pile member 8 is formed in the natural ground. In addition to drilling, the earth and sand generated by the drilling can be easily discharged out of the hole, and a predetermined cylindrical gap 14 can be formed between the outer surface 8b of the pile member 8 and the natural ground.

  Then, the grout material 15 such as cement milk is filled and solidified in the gap 14 formed as described above and the inner surface 8c side of the pile member 8 to solidify the pile member 8 and the ground (fill 1 and foundation ground 4). And a small-diameter pile 7 in a substantially vertical direction integrated with the support layer 5).

  In addition, as shown in FIG. 4, the cylindrical bag body 16 which covers the perimeter of the pile member 8 is previously attached to one place or multiple places of the outer surface 8b of the pile member 8, and an injection pipe (FIG. After inserting the pile member 8 into the ground, the bag body 16 is filled with a grout material 15 such as cement milk through an injection tube and swelled and deformed. The outer surface 8 b of the pile member 8 may be covered with 16. By attaching such a bag body 16 to the pile member 8, a predetermined gap 14 can be secured on the outer surface 8 b side of the pile member 8 and the outer surface 8 b of the pile member 8 is covered with the bag body 16. Therefore, it is possible to prevent the pile member 8 from being rusted by providing the bag body 16 in the portion where the groundwater or the like acts. The injection tube may be removed after the grout material is injected into the bag 16 or may be left behind.

  In addition, the annular protrusion 10 is integrally provided in the portion of the pile member 8 at both ends of the bag body 16 so that the outer surface of the bag body 16 does not protrude outward from the protrusion 10. When the pile member 8 is penetrated into the natural ground, the bag body 16 can be prevented from coming into contact with the natural ground and being damaged.

As shown in FIGS. 5 and 6, holes 11 penetrating inside and outside are provided in a plurality of locations of the pile member 8, and a bag body 17 is attached to the inner surface 8 c side of the pile member 8. The bag body 17 is expanded and deformed by filling the grout material 15 on the inner surface 8 c side, and a part of the bag body 17 is projected to the outer surface 8 b side of the pile member 8 through each hole 11. Good. In this manner, by projecting a part of the bag body 17 toward the outer surface 8b of the pile member 8, a predetermined gap 14 can be secured on the outer surface 8b side of the pile member 8.
Further, although not shown, a sheet member is provided in a portion corresponding to each hole 11 on the inner surface 8c side of the pile member 8, and the peripheral portion of the sheet member is integrally joined to the peripheral portion of each hole 11 with an adhesive or the like. In addition, by filling the grout material on the inner surface 8c side of the pile member 8, each sheet member is bulged and deformed, and a part of each sheet member is protruded from each hole 11 to the outer surface 8b side of the pile member 8. You may comprise as follows. As described above, by projecting a part of the sheet member to the outer surface 8b side of the pile member 8, a predetermined gap 14 can be secured on the outer surface 8b side of the pile member 8.

  A plurality of pile members 21 are placed on the ground (fill 1, support ground 4, and support layer 5) at different angles in the same manner as the pile members 8, and formed on the outer surface 21 b side of each pile member 21. Each pile member 21 and ground (the embankment 1, the support ground 4, and the support layer) are filled with the grout material 15 such as cement milk in the gap 14 and the inner surface 21 c side of each pile member 21 and solidified. The small-diameter pile 20 of the diagonal direction which integrated 5) can be constructed | assembled.

  Moreover, the cylindrical bag body 16 which covers the perimeter of each pile member 21 is attached to one place or multiple places of the outer surface 21b of each pile member 21 similarly to the pile member 8, and the inside of this bag body 16 is attached. Alternatively, the grout material 15 may be filled. Furthermore, while providing the hole 23 which penetrates inside and outside in several places of each pile member 21, the bag body 17 is mounted | worn to the inner surface 23c side of each pile member 21, and the grout material 15 is installed in the inner surface 23c side of each pile member 21. The bag body 17 may be bulged and deformed by filling and a part of the bag body 17 may be protruded to the outer surface 21b side of each pile member 21 through each hole 23. Further, a sheet member is provided in a portion corresponding to each hole 23 on the inner surface 23c side of each pile member 21, and each sheet member is expanded by filling the grout material 15 on the inner surface 23c side of each pile member 21. You may make it deform | transform and may be comprised so that a part of each sheet member may protrude from each hole 23 to the outer surface 21b side of each pile member 21. FIG.

  The pile member 26 is cast in the natural ground (fill 1) by the same method as the pile member 8, and cemented in the gap 14 formed on the outer surface 26b side of the pile member 26 and on the inner surface 26c side of the pile member 26. By filling the grout material 15 such as milk and solidifying it, the small-diameter pile 25 in the substantially horizontal direction in which the pile member 26 and the ground (the embankment 1) are integrated can be constructed.

  Similarly to the pile member 8, a cylindrical bag body 16 that covers the entire circumference of the pile member 26 is attached to one or a plurality of locations on the outer surface 26 b of the pile member 26, and a grout is formed inside the bag body 16. You may comprise so that the material 15 may be filled. Further, holes 27 penetrating the inside and outside of the pile member 26 are provided, the bag body 17 is mounted on the inner surface 26c side of the pile member 26, and the grout material 15 is filled on the inner surface 26c side of the pile member 26. Thus, the bag body 17 may be bulged and deformed, and a part of the bag body 17 may be protruded to the outer surface 26 b side of each pile member 26 through the hole 27. Furthermore, a sheet member is provided in a portion corresponding to each hole 27 on the inner surface 26c side of each pile member 26, and each sheet member is expanded by filling the grout material 15 on the inner surface 26c side of each pile member 26. You may make it deform | transform and may be comprised so that a part of each sheet member may protrude from each hole 27 to the outer surface 26b side of each pile member 26. FIG.

  As described above, the reinforcing pile group 6 is configured by the substantially vertical small-diameter pile 7 and the plurality of oblique small-diameter piles 20 provided at predetermined positions on the one side surface 3a of the embankment 1, and thus Reinforced pile groups 6 are provided at a plurality of locations along the longitudinal direction on both side surfaces 3a, 3b of the embankment 1, and each reinforced pile group 6 between the opposing reinforcing groups 6, 6 on both side surfaces 3a, 3b is provided. Are connected by a small horizontal pile 25 provided in a substantially horizontal direction.

  In this case, as shown in FIG. 8, it is provided on both side surfaces 3a and 3b of the embankment 1 so that the plurality of reinforcing pile groups 6 on both side surfaces 3a and 3b face each other. You may connect by the small diameter pile 25 of a horizontal direction, and as shown in FIG. 9, the some reinforcement pile group 6 of the one side surface 3a and the some reinforcement pile group 6 of the other side surface 3b oppose diagonally. As described above, a plurality of reinforcing pile groups 6 may be provided on each of the side surfaces 3a and 3b, and the reinforcing pile groups 6 opposed in the oblique direction may be connected by a small-diameter pile 25 in a substantially horizontal direction. In the case of the configuration as shown in FIG. 9, the truss structure can be configured by the plurality of reinforcing pile groups 6.

  In the embankment reinforcement method of the present embodiment configured as described above, the head 9 of the pile member 8 of the single small-diameter pile 7 in the substantially vertical direction and the multiple small-diameter piles 20 in the oblique direction. One reinforcing pile group 6 is configured by rigidly connecting the head portion 22 of the pile member 21 with a connector 30, and the reinforcing pile group 6 is predetermined on both side surfaces 3 a and 3 b of the embankment 1 in the longitudinal direction. The heads of the pile members 21 of the small-diameter piles 7 in the substantially vertical direction and the pile members 21 of the small-diameter piles 20 in the respective oblique directions are provided at a plurality of intervals for each interval of both sides 3a and 3b. The portions 9 and 22 are connected to each other at both ends 26a and 26a of the pile member 26 of the small-diameter pile 25 in the substantially horizontal direction, and both the ends 26a and 26a of the pile member 26 and the pile member 8 of each reinforcing pile group 6 and each pile. Since the heads 9 and 22 of the member 21 are rigidly connected by the connecting tool 30, the following effects are obtained. Achieve the.

For horizontal loads (for example, horizontal inertia force accompanying an earthquake), as shown in FIG. 10, the reinforcing pile group 6 is abbreviated at the rigid coupling portions (fulcrum portions A) of both side surfaces 3 a and 3 b of the embankment 1. The head portion 9 of the pile member 8 of the small-diameter pile 7 in the vertical direction, the head portion 22 of the pile member 21 of each small-diameter pile 20 in the oblique direction, and the end portion 26a of the pile member 26 of the small-diameter pile 25 in the substantially horizontal direction. Since they are connected, the force acting on the small-diameter pile 7 in the substantially vertical direction, the small-diameter pile 20 in each oblique direction, and the small-diameter pile 25 in the substantially horizontal direction is concentrated on the rigid coupling portion (fulcrum portion A). This force can be transmitted to the rigid coupling portion (fulcrum portion B) of the opposite reinforcing pile group 6 via the small horizontal pile 25 in the substantially horizontal direction, and the substantially vertical direction of the reinforcing pile group 6 on the opposite side. The small-diameter pile 7 and the small-diameter pile 20 in each oblique direction can be dispersed.
For example, when an inertial force in the left direction (arrow) in FIG. 10 acts, a tensile force acts on the side surface 3b side portion of the embankment 1 and a compressive force acts on the side surface 3a side. However, these loads can be supported by the small-diameter piles 7 and 20 on the side surface 3b side, the small-diameter piles 7 and 20 on the side surface 3a side, and the small-diameter pile 25 between the side surfaces 3a and 3b. Can be suppressed. In addition, when an inertial force in the right direction in FIG. 10 acts, a compressive force acts on the side surface 3b side portion of the embankment 1 and a tensile force acts on the side surface 3a side. Can be supported by the small-diameter piles 7 and 20 on the side surface 3b side, the small-diameter piles 7 and 20 on the side surface 3a side, and the small-diameter pile 25 between the side surfaces 3a and 3b. Can be suppressed.
Therefore, since the horizontal load can be resisted by the interaction of the two reinforcing pile groups 6 on the both side surfaces 3a and 3b of the embankment 1, the embankment 1 does not slip, deform in the horizontal direction, etc. The embankment 1 can be maintained in the initial cross-sectional shape, and the stability of the entire embankment 1 can be ensured.

  As shown in FIG. 11, when a vertical downward load is applied to the embankment 1 as shown in FIG. By generating a compressive resistance force in the caliber pile 7 and the small caliber pile 20 in each oblique direction, it is possible to prevent a large compressive force from acting on the inside of the embankment 1. On the other hand, when a vertical upward load is applied to the embankment 1 (when an upward inertial force is applied to the vertical motion of the earthquake), the small-diameter pile 7 in the substantially vertical direction and the small-diameter pile in each oblique direction By generating a tensile resistance force at 20, it is possible to prevent a large tensile force from acting inside the embankment 1. When vertical upward and downward strains act greatly inside the embankment 1 (both amplitudes), there is a high possibility of promoting the settlement within the embankment 1, but the small-diameter piles 7 in the substantially vertical direction of the plurality of reinforcing pile groups 6 and Such a phenomenon can be suppressed by the small-diameter pile 20 in each oblique direction. Therefore, since the vertical load can be resisted, the embankment 1 does not sink, is not deformed in the horizontal direction, and the embankment 1 can be maintained in the initial cross-sectional shape, and the stability of the embankment 1 as a whole is improved. Can be secured.

  Further, a gap 14 is provided on the outer surface side of the pile member 8 of the small-diameter pile 7 in the substantially vertical direction, the pile member 21 of the small-diameter pile 20 in each oblique direction, and the pile member 26 of the small-diameter pile 25 in the substantially horizontal direction, Since the grout material 15 is filled in the gap 14, it is possible to prevent rust from occurring in the pile member 8, each pile member 21, and the pile member 26.

  Furthermore, by providing the bag body 16 on the outer surface side of the pile member 8, each pile member 21, and the pile member 26, and filling the grout material 15 inside the bag body 16, the pile member 8, each pile member 21, and Since it comprised so that the pile member 26 might be coat | covered, the pile member 8, each pile member 21, and a pile member are provided by providing the bag body 16 in the part which is easy to rust of the pile member 8, each pile member 21, and the pile member 26. 26 can prevent rust from being generated.

  Further, the pile member 8, each pile member 21, and the pile member 26 are provided with holes 11, 23, and 27 that penetrate the inside and outside, the bag body 17 is provided on the inner surface side, and the grout material 15 is provided inside the bag body 17. The bag body 17 is bulged and deformed by filling, and a part of the bag body 17 is protruded from the holes 13, 23, and 27 to the outer surface side of the pile member 8, each pile member 211, and the pile member 26. Thus, the predetermined gap 14 can be secured on the outer surface side of the pile member 8, each pile member 21, and the pile member 26, and the pile member 8, each pile member 21, and It is possible to prevent the pile member 26 from being rusted.

  Furthermore, at each point of the embankment 1 where each reinforcing pile group 6 is provided, subsidence and slipping in all directions caused by the subsidence occur in that portion, and the small-diameter pile 7 in the vertical direction of each reinforcing pile group 6 and the small-diameter in each oblique direction. It can be suppressed by the pile 20.

  Furthermore, load is applied to the embankment 1 from any direction by the plurality of reinforcing pile groups 6 on the both side surfaces 3a and 3b of the embankment 1 and the small-diameter pile 25 in the substantially horizontal direction connecting the opposing reinforcing pile groups 6 and 6. Even if this works, the load 1 can be resisted, so that the embankment 1 can be maintained in the initial cross-sectional shape, and large slip and subsidence can be prevented from occurring in the embankment 1.

  Furthermore, since each reinforcement pile group 6 is constructed from the both side surfaces 3a and 3b of the embankment 1, it is also possible to construct the embankment 1 while using it as embankments such as railways and roads. Further, when steel sheet piles (sheet piles) or the like are provided on both side surfaces 3a and 3b of the embankment 1, the pile members 8, 21, and 26 are driven into the embankment 1 after penetrating the steel sheet piles and the like with a drill. Therefore, it is possible to construct even in such a situation.

In the above description, the pile member 8, the pile member 21, and the pile member 26 are driven on the ground using the connector 30 as a guide. However, the pile member 8, the pile member 21, and the pile member 26 are placed on the ground. The head 9 of the pile member 8, the head 22 of the pile member 21, and the end 26 a of the pile member 26 may be connected by the connecting tool 30.

  In this case, since the placement positions of the pile member 8, the pile member 21, and the pile member 26 may deviate from predetermined positions, in such a case, the head 9 of the pile member 8 that is placed, the pile member After attaching the first attachment portion 31, the second attachment portion 32, and the third attachment portion 33 to the head portion 22 of 21 and the end portion 26a of the pile member 26, respectively, the first attachment portion 31 and the second attachment portion 32 are attached. The connecting plate 34 having a size matched to the interval between the second mounting portions 32 and 32, the connecting plate 34 having a size matching the spacing between the adjacent second mounting portions 32, and the spacing between the second mounting portion 32 and the third mounting portion 33. A connecting plate 34 having a size is prepared, and the connecting plate 34 is provided between the first mounting portion 31 and the second mounting portion 32, between the adjacent second mounting portions 32 and 32, and between the second mounting portion 32 and the third mounting portion. What is necessary is just to comprise so that between the parts 33 may be connected.

  In addition, in the said description, although the reinforcement pile group 6 was provided in the several places of the embankment 2, you may comprise so that the reinforcement pile group 6 may be provided only in one place.

  Further, in the above description, the reinforcing pile group 6 is configured by one substantially vertical small-diameter pile 7 and a plurality of oblique small-diameter piles 20, but depending on the conditions of the foundation ground 4, The reinforcing pile group 6 may be constituted by a single small-diameter pile 7 in a substantially vertical direction and a single small-diameter pile 20 in an oblique direction.

  Furthermore, in the above description, the pile members 8 and 21 are driven to the depth where the tips 8a and 21a reach the support layer 5. However, when sufficient frictional resistance is obtained, the pile members 8 and 21 You may comprise so that the front-end | tips 8a and 21a may be stopped in the foundation ground 4. FIG.

  Furthermore, in the above description, the head portion 9 of the small-diameter pile 7 in the substantially vertical direction, the head portion 22 of the small-diameter pile 20 in the oblique direction, and the end portion 26a of the small-diameter pile 25 in the substantially horizontal direction are rigidly coupled. However, they can be rotated or slid until a predetermined load as a hinge connection or a slide connection, and may be a rigid connection at a load higher than a predetermined load, or they may be a hinge connection or a slide connection until a predetermined load. It may be configured to be rigidly coupled or rotatable or slidable with a predetermined load or more. Even in such a connection, the same effect as the rigid connection described above is obtained.

DESCRIPTION OF SYMBOLS 1 Embankment 2 Upper surface 3 Side surface 3a One side surface 3b The other side surface 4 Foundation ground 5 Support layer 6 Reinforcement pile group 7 Small-diameter pile of substantially vertical direction 8 Pile member 8a Tip 8b Outer surface 8c Inner surface 9 Head 10 Protrusion 11 Hole 12 Plate material 13 tip bit 14 gap 15 grout material 16 bag body 17 bag body 20 small-diameter pile in diagonal direction 21 pile member 21a tip 21b outer surface 21c inner surface 22 head 23 hole 25 small-diameter pile in substantially horizontal direction 26 pile member 26a end 26b Outer surface 26c Inner surface 27 Hole 30 Connecting tool 31 First mounting portion 32 Second mounting portion 33 Third mounting portion 34 Connecting plate

Claims (6)

It is a reinforcement method for embankment that reinforces the embankment built on the upper part of the foundation ground with a pile having strength that can resist tensile load and compressive load,
In the embankment, the pile is driven in a substantially vertical direction, and in the vicinity thereof, the pile is driven in an oblique direction, and the substantially vertical pile head and the oblique pile head are provided. Combined to form a reinforcing pile group, this reinforcing pile group is provided in at least one place on both side surfaces of the embankment, and the pile is placed on the embankment so as to correspond to both opposing reinforcing pile groups on the both side surfaces. Driving in a substantially horizontal direction, combining both ends of the substantially horizontal pile, the heads of the substantially vertical piles and the heads of the oblique piles of the two reinforcing pile groups, and the oblique direction The pile is not connected to any pile of the reinforcing pile group provided on the side surface on the opposite side of the embankment facing the reinforcing pile group including the diagonal pile . Reinforcement method.   2. The embankment reinforcement method according to claim 1, wherein a gap is provided around each of the piles, and a grout material is filled in the gap. Cutting the tip of each pile diagonally and attaching a single plate material to this tip surface , projecting a part of the plate material from the outer surface of each pile, and rotating each pile and the plate material together The reinforcement method for embankment according to claim 2, wherein the gap is provided around each of the piles.   The embankment according to claim 2, wherein a tip bit having a diameter larger than that of each pile is provided at a tip of each pile, and the gap is provided around each pile by rotating the tip bit. Reinforcement construction method. The bag body which covers the circumference | surroundings of each said pile is provided in the site | part to which the groundwater of each said pile acts , The grout material is filled into this bag body in any one of Claims 1-4 characterized by the above-mentioned. The embankment reinforcement method described. A pile having a strength capable of resisting a tensile load and a compressive load is driven in a substantially vertical direction on the embankment formed on the upper part of the foundation ground, and the pile is driven in an oblique direction in the vicinity thereof. A head of the pile in the vertical direction and a head of the pile in the oblique direction are combined to form a reinforcing pile group, and the reinforcing pile group is provided at at least one place on both sides of the embankment, The piles are driven substantially horizontally in the embankment so as to correspond to both reinforcing pile groups, and both ends of the substantially horizontal piles and the heads of the substantially vertical piles of the two reinforcing pile groups. The embankment reinforcing method for reinforcing the embankment by combining the portion and the head of the pile in the oblique direction,
By providing holes penetrating the inside and outside at a plurality of locations of each pile, providing a bag body inside each pile, filling the inside of the bag body with a grout material, and bulging and deforming the bag body, By projecting a part from the hole to the outer surface side of each pile, or providing a sheet member at each of the holes corresponding to each hole inside the pile, and filling the grout material inside each pile , Retrofit for Sheng soil you characterized in that protrudes above a portion of the respective sheet members each sheet member is bulged deformed from the respective holes on the outer surface of each pile.

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