JP2010001599A - Pile for exterior and foundation structure of exterior structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a pile for exterior capable of reducing size of a foundation part and amount of excavated soil and ensuring high stability without being adversely affected by quality of compaction work of backilled soil and to provide a foundation structure of an exterior structure using it. <P>SOLUTION: This pile 1 for exterior is provided with a pile body part 13 composed of a steel pipe and a tabular side pressure resisting board 12 provided to protrude outward in the radial direction from an outer peripheral face of the pile body part 13 and let its main surface be parallel with a central axial line of the pile body part 13. The pile body part 13 has a buried part 10 buried into the soil 4 not yet excavated and a protruding part 11 protruding on the soil 4 not yet excavated and fixed on the foundation part 5 being a ground sill of the exterior structure 3. The side pressure resisting board 12 is provided on an outer peripheral face of the buried part 10 and is driven into the soil 4 not yet excavated. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

  The present invention relates to an external pile having high stability against a horizontal force applied to the external structure and a foundation structure of the external structure using the pile.

Conventionally, as a foundation structure for supporting an external structure such as a retaining wall or a fence, as shown in FIG. 12, for example, a soil 90 is excavated to a predetermined depth, and a concrete foundation 91 made of unexcavated soil is provided on the soil. It is known that it is formed and the soil 92 is backfilled to cover the upper surface 911 of the foundation 91. An exterior structure 93 is constructed on the foundation 91.
The foundation structure 95 has a structure that ensures stability when horizontal forces F such as earth pressure, seismic force, and wind pressure are applied to the external structure 93 due to the weight of the foundation portion 91 and the backfill soil 92. It has become.

  Moreover, as shown in FIG. 13, the foundation structure 95a which stabilizes the exterior structure 93 by driving the steel pipe pile 94 in the soil 90 under the foundation part 91a is known (refer nonpatent literature 1 below). . Since this foundation structure 95a has resistance against the horizontal force F in the steel pipe pile 94, the foundation portion 91a can be made smaller than that in FIG.

“Concrete Block Design Standards / Description”, Article 7 “Fundamentals”, edited by the Architectural Institute of Japan

  The outer structure 93 is required by law to have a sufficiently stable structure against the horizontal force F. Therefore, when the foundation structure 95 of FIG. 12 is adopted, it is necessary to increase the weight of the foundation portion 91, and as a result, it is necessary to increase the size of the foundation portion 91. Moreover, in order to increase the weight of the backfill soil 92, it is necessary to increase the area of the foundation part 91. As a result, the foundation part 91 cannot be constructed in a problem that a lot of soil 90 must be excavated or in a narrow place. There is a problem.

  On the other hand, the basic structure 95a of FIG. 13 is designed on the assumption that the backfill soil 92 is compacted to generate a sufficient lateral pressure resistance f. That is, the lateral structure F is designed even if a horizontal force F is applied to the outer structure 93, so that a sufficient lateral pressure resistance f is generated. Therefore, the rotation axis A when the horizontal force F is applied is expected to be near the upper end portion 96 of the steel pipe pile 94.

  However, when this foundation structure 95a is actually produced, it is difficult to sufficiently compact the backfill soil 92 and it is relatively soft. Therefore, the lateral pressure resistance f is low, and the vicinity of the lower end portion 97 of the steel pipe pile 94 is rotated. Often rotates as A. For this reason, when a strong horizontal force F is applied to the outer structure 93, an unexpected amount of displacement occurs, and in some cases, the structure may fall down. In order to increase the side pressure resistance f, the backfill soil 92 may be sufficiently compacted, but it is difficult in actual construction.

  Although the support structure 95a of FIG. 13 can reduce the size of the base portion 91a as compared with FIG. 12, it is hardly employed for the above-described reason, and in fact, the base structure 95 of FIG. 12 is mainly used.

  The present invention has been made in view of such conventional problems, and can reduce the size of the foundation and the amount of excavated soil, and can ensure high stability without being affected by the compaction quality of the backfill soil. It is intended to provide the foundation structure of the external structure using the stake.

The first invention is an external pile driven into the ground to support the external structure,
A pile body made of steel pipe,
A plate-like side pressure resistance plate provided so as to protrude radially outward from the outer peripheral surface of the pile main body portion and its main surface is parallel to the central axis of the pile main body portion,
The pile body has an embedded portion that is driven into unexcavated soil that has not been excavated, and a protruding portion that protrudes onto the unexcavated soil and is fixed to a foundation that serves as a foundation for the exterior structure. And
The lateral pressure resistance plate is provided on an outer peripheral surface of the buried portion and is configured to be driven into the unexcavated soil (claim 1).

Next, the effects of the present invention will be described.
The exterior pile according to the present invention includes the side pressure resistance plate. Therefore, when a horizontal force is applied to the exterior structure, a large lateral pressure resistance is generated as compared with a conventional exterior pile (see FIG. 13) that does not have a lateral pressure resistance plate. Thereby, it becomes possible to stably support the exterior structure. That is, when a horizontal force is applied to the external structure, the external structure tries to rotate together with the external pile, but a large lateral pressure resistance is generated in the lateral pressure resistance plate. It will be located in a relatively high place of the external pile. Thereby, the amount of displacement of the external structure when a horizontal force is applied can be reduced, and the external structure can be stably supported.
Further, the external pile according to the present invention is provided in the buried portion where the lateral pressure resistance plate is driven into the unexcavated soil. Therefore, a large lateral pressure resistance can be generated in the lateral pressure resistance plate without being affected by the compaction quality of the backfill soil.

  On the other hand, in this invention, since the pile main-body part is driven in under the foundation part, the magnitude | size of a foundation part can be made small compared with the conventional method which does not use a pile like FIG. As a result, the amount of excavated soil can be reduced, and a foundation structure can be constructed even in a narrow place.

  As described above, according to the present invention, it is possible to reduce the size of the foundation and the amount of excavated soil, and to provide an external pile that can ensure high stability without being affected by the compaction quality of backfill soil. it can.

The second invention is the basic structure of the exterior structure,
Using the above external pile,
The external structure wherein the external pile is driven into the unexcavated soil so that the main surface of the lateral pressure resistance plate and the main surface of the external structure are parallel to each other (10).

Next, the effects of the present invention will be described.
In the present invention, the lateral pressure resistance generated in the lateral pressure resistance plate can be maximized. Thereby, the effect of the said external pile can be exhibited to the maximum, and the stability of the foundation structure can be increased.
In other words, if the main surface of the lateral pressure resistance plate and the main surface of the external structure are orthogonal to each other, a sufficient lateral pressure resistance cannot be generated against the horizontal force applied to the external structure. On the other hand, as in the present invention, when the main surface of the side pressure resistance plate and the main surface of the outer structure are parallel, the largest side pressure resistance can be generated in the side pressure resistance plate.

  As described above, according to the present invention, it is possible to reduce the size of the foundation and the amount of excavated soil, and provide the foundation structure of the external structure that can ensure high stability without being affected by the compaction quality of the backfill soil. can do.

A preferred embodiment of the present invention described above will be described.
The exterior stake of the present invention can be used for all kinds of structures existing outside the building, such as fences, fences, gate columns, retaining walls, gates, fences, etc., but is particularly preferable for retaining walls and fences. The retaining wall is particularly effective when the present invention is used because a large earth pressure is applied in the horizontal direction. In addition, since the ridge has a larger area than a fence or the like, a large horizontal force is easily applied by wind pressure or the like, and the effect of the present invention is great.

  Moreover, it is preferable that the surface of the external pile according to the present invention is covered with a galvanized layer or a powder coating layer. In this case, since the corrosion of the pile body portion can be prevented, the external pile can be used for a long period of time.

Further, in the first invention, it is preferable that the lateral resistance plate is attached between an intermediate position between the upper end and the lower end in the axial direction of the embedded portion and the upper end. .
In this case, since the lateral pressure resistance plate is attached at a relatively high position in the buried portion of the pile main body portion, when a horizontal force is applied to the external structure, the high position of the buried portion becomes the rotation axis. Become. As a result, the amount of displacement of the outer structure can be reduced and further stabilized.

Moreover, it is preferable that the said 1st said side pressure resistance board and the said 2nd said side pressure resistance board are attached to the said pile main-body part so that it may become mutually symmetrical with respect to the center axis line of the said pile main-body part. Item 3).
In this case, the balance when driving the external pile to the unexcavated soil is improved. That is, if the second side pressure resistance plate does not exist and only the first side pressure resistance plate is attached, even if it is attempted to drive the external pile into the unexcavated soil, the balance becomes worse, and It becomes difficult to drive. However, by attaching the two lateral pressure resistance plates so as to be symmetrical with each other with respect to the central axis as described above, the balance when driving into unexcavated soil is improved, and it is possible to easily drive vertically. Become.

Moreover, it is preferable that the total area of the said 1st side pressure resistance board and the said 2nd side pressure resistance board is 300-1000 cm < ² > (Claim 4).
In this case, the weight of the external pile can be reduced and sufficient lateral pressure resistance can be generated. That is, when the total area of the ^two lateral pressure resistance plates is less than 300 cm ² , sufficient lateral resistance cannot be obtained. Moreover, when it exceeds 1000 cm < ² >, although a large lateral pressure resistance can be obtained, the weight of the external pile becomes too heavy.

Next, it is preferable that the said pile main-body part is an outer diameter of 45-65 mm (Claim 5).
In this case, it is possible to increase the buckling strength of the external pile and to easily drive the unexcavated soil. That is, when the outer diameter is less than 45 mm, the buckling strength of the external pile is low, so that it may bend when driven into unexcavated soil. Moreover, since the resistance at the time of driving will become large when an outer diameter exceeds 65 mm, it becomes difficult to drive into unexcavated soil. The outer diameter of the pile body is most preferably 48.6 mm or 60.5 mm, which is distributed as a standard steel pipe product.

Moreover, it is preferable that the said side pressure resistance board is welded to the said pile main-body part (Claim 6).
In this case, since the joint strength between the pile main body and the side pressure resistance plate is high, problems such as the side pressure resistance plate being detached from the pile main body when the external pile is driven into unexcavated soil are unlikely to occur.

Next, the lateral pressure resistance plate preferably has a thickness of 4 to 9 mm.
In this case, it is possible to increase the strength of the side pressure resistance plate and to improve the balance during driving. That is, when the plate thickness is less than 4 mm, the strength of the lateral pressure resistance plate is low, so that it may be bent when driven into unexcavated soil. On the other hand, when the plate thickness exceeds 9 mm, the balance at the time of driving becomes poor, and it becomes difficult to drive the external pile vertically.

Moreover, it is preferable that the said pile main-body part is 1-5 m in axial direction length (Claim 8).
In this case, the stability of the exterior structure can be sufficiently secured, and the exterior pile can be easily driven into unexcavated soil. That is, when the axial length of the pile main body is less than 1 m, the exterior structure cannot be sufficiently stabilized, and may fall or slide when a strong horizontal force is applied. Moreover, when the axial length exceeds 5 m, it becomes difficult to drive into unexcavated soil.

Next, it is preferable that the side pressure resistance plate is formed in a quadrilateral plate shape.
In this case, when the side pressure resistance plate is manufactured by cutting a large sheet metal, the side pressure resistance plate is eliminated in a semi-circular or trapezoidal shape, so there is no extra piece, so the sheet metal is used efficiently. can do.

  In addition, you may make a side pressure resistance board into the trapezoid shape or triangle shape which becomes wide as it goes above a pile main-body part. In this case, there is a merit that it becomes easy to drive because the resistance when driving the external pile to the unexcavated soil becomes small.

Example 1
The outer structure pile and the foundation structure of the outer structure according to the embodiment of the present invention will be described with reference to FIGS.
As shown in FIG. 1, the external pile 1 in this example is driven into the ground and supports the external structure 3. This external pile 1 includes a pile main body 13 made of a steel pipe. The pile body 13 is provided with a plate-like side pressure resistance plate 12 so as to protrude outward in the radial direction from the outer peripheral surface and so that its main surface 121 is parallel to the central axis 131 of the pile body 13. Yes.
Moreover, the pile main body 13 is fixed to a buried portion 10 that is driven into unexcavated soil 4 that has not been excavated, and a base portion 5 that protrudes onto the unexcavated soil 4 and serves as a foundation of the exterior structure 3. And a protrusion 11.
The lateral pressure resistance plate 12 is provided on the outer peripheral surface of the buried portion 10 and is configured to be driven into the unexcavated soil 4.

Further, as shown in FIG. 2, the lateral pressure resistance plate 12 is attached between the intermediate position 134 between the upper end 132 and the lower end 133 in the axial direction of the embedded portion 10 and the upper end 132.
That is, when the length in the axial direction of the embedded portion 10 is L, the side pressure resistance plate 12 is attached from the upper end portion 132 to the intermediate position 134 that is separated by L / 2 toward the lower end portion 133 side.
More specifically, in this example, the side pressure resistance plate 12 is attached from the upper end portion 132 to a position 135 that is separated by L / 3 toward the lower end portion 133 side.

  Next, as shown in FIG. 2, the first side pressure resistance plate 12 a and the second side pressure resistance plate 12 b are attached to the pile main body portion 13 so as to be symmetrical with respect to the central axis 131 of the pile main body portion 13. It has been.

  Moreover, as shown in the detailed views of FIGS. 3 and 4, the foundation structure 2 of the exterior structure 3 according to this example uses the above-described exterior pile 1 to stabilize the exterior structure 3. The exterior pile 1 is driven into the unexcavated soil 4 so that the main surface 121 of the lateral pressure resistance plate 12 and the main surface 30 of the exterior structure 3 are parallel to each other.

The foundation 5 is a so-called I-type foundation. As shown in FIG. 3, the crushed stone layer 51 and the discarded concrete layer 52 are laid to a predetermined thickness from the upper end portion 132 of the embedded portion 10. Then, the foundation portion 5 is formed on the discarded concrete layer 52.
Further, blocks 53 a and 53 b are arranged on the discarded concrete layer 52 so as to sandwich the protruding portion 11. The blocks 53a and 53b are stacked until they protrude from the ground 6 by a predetermined height.
Further, the vertical bars 55 and the horizontal bars 56 made of metal are inserted between the blocks 53a and 53b, and the non-shrink mortar 54 is poured. As shown in FIG. 4, a plurality of vertical bars 55 are inserted in the longitudinal direction of the external structure 3, and the vertical line 55 located directly above the external pile 1 has a lower end portion 551 outside. It is inserted into the upper end portion 100 of the structural pile 1. Moreover, the above-mentioned non-shrink mortar 54 flows into the exterior pile 1 from the upper end portion 100 and is solidified.

  Further, as shown in FIG. 3, the space between the foundation 5 and the unexcavated soil 4 is backfilled with backfill soil 40. In addition, an external structure 3 such as a ridge or a retaining wall is constructed on the foundation 5.

The effect of Example 1 is demonstrated.
As shown in FIG. 1, the external pile 1 of this example includes a lateral pressure resistance plate 12. Therefore, when a horizontal force F is applied to the exterior structure 3, a large lateral pressure resistance f is generated as compared to the conventional exterior pile 1 (see FIG. 13) that does not have the lateral pressure resistance plate 12. . Thereby, the exterior structure 3 can be stably supported. That is, when a horizontal force is applied to the external structure 3, the external structure 3 tries to rotate together with the external pile 1, but a large lateral pressure resistance f is generated in the lateral pressure resistance plate 12, and therefore, at the rotation center. A certain rotation axis A is located in a relatively high place of the external pile 1. Thereby, the amount of displacement of the external structure when a horizontal force is applied can be reduced, and the external structure can be stably supported.
In the exterior pile 1 of the present invention, the lateral pressure resistance plate 12 is driven into the unexcavated soil 4. Therefore, a large lateral pressure resistance f can be generated in the lateral pressure resistance plate 12 without being affected by the compaction quality of the backfill soil 40.

  On the other hand, in this example, since the pile main-body part 13 is driven in under the foundation part 5, compared with the method which does not use a pile like FIG. 12, the magnitude | size of the foundation part 5 can be made small. Thereby, the amount of excavated soil can be reduced, and the foundation structure 2 can be constructed even in a narrow place.

Further, as shown in FIG. 2, the lateral pressure resistance plate 12 is attached between the intermediate position 134 between the upper end 132 and the lower end 133 in the axial direction of the embedded portion 10 and the upper end 132.
In this case, since the lateral pressure resistance plate 12 is attached to a relatively high position in the buried portion 10 of the pile main body portion 13, when a horizontal force is applied to the external structure 3, the buried portion 10 is high. The position is the rotation axis A. Thereby, the displacement amount of the exterior structure 3 can be decreased, and it can stabilize more.

  In addition, as shown in FIG. 2, it is preferable to attach the side pressure resistance board 12 from the upper end part 132 to the position 135 separated by L / 3 toward the lower end part 133 side. The higher the lateral pressure resistance plate 12 is, the higher the stability is.

Next, as shown in FIG. 2, the first side pressure resistance plate 12 a and the second side pressure resistance plate 12 b are attached to the pile main body portion 13 so as to be symmetrical with respect to the central axis 131 of the pile main body portion 13. It has been.
In this case, the balance when the external pile 1 is driven into the unexcavated soil 4 is improved. That is, if the second side pressure resistance plate 12b does not exist and only the first side pressure resistance plate 12a is attached, the balance becomes worse even if the external pile 1 is driven into the unexcavated soil 4. It becomes difficult to drive vertically. However, by attaching the two lateral pressure resistance plates 12a and 12b so as to be symmetrical with respect to the central axis 131 as described above, the balance when driven into the unexcavated soil 4 is improved, and the vertical pressure plates are easily driven vertically. It becomes possible.

Further, the side pressure resistance plate 12 is welded to the pile body 13.
In this case, since the bonding strength between the pile main body 13 and the side pressure resistance plate 12 is high, the side pressure resistance plate 12 is detached from the pile main body portion 13 when the external pile 1 is driven into the unexcavated soil 4. It is difficult to cause problems.

Further, as shown in FIG. 2, the lateral pressure resistance plate 12 is formed in a quadrangular plate shape.
In this case, when the side pressure resistance plate 12 is manufactured by cutting a large sheet metal, there is no extra piece as compared with the case where the side pressure resistance plate 12 is semicircular or trapezoidal. Can be used well.

Next, the surface of the pile body 13 is covered with a galvanized layer.
In this case, since the corrosion of the pile body 13 can be prevented, the exterior pile 1 can be used for a long period of time. In addition to the galvanized layer, the same effect can be obtained by covering the external pile 1 with a powder coating layer.

  Moreover, as shown in FIG. 1A and FIG. 3, the basic structure 2 of this example is such that the main surface 121 of the lateral pressure resistance plate 12 and the main surface 30 of the exterior structure 3 are parallel to each other. The external pile 1 is driven into the unexcavated soil 4.

In this case, the lateral pressure resistance can be maximized. Thereby, the effect of the external pile 1 can be exhibited to the maximum, and the stability of the foundation structure 2 can be increased.
That is, if the main surface 121 of the lateral pressure resistance plate 12 and the main surface 30 of the exterior structure 3 are orthogonal to each other, a sufficient lateral resistance is generated against the horizontal force applied to the exterior structure 3. I can't. On the other hand, as in this example, when the main surface 121 of the side pressure resistor plate 12 and the main surface 30 of the exterior structure 3 are parallel, the largest side pressure resistance is generated in the side pressure resistor plate 12. Can be made.

Further, as shown in FIGS. 3 and 4, the lower end portion 551 of the vertical bar 55 is inserted into the upper end portion 100 of the pile main body portion 13.
Thereby, it becomes possible to raise the fixed strength of the foundation part 5 and the external pile 1.

Further, as shown in FIGS. 3 and 4, the non-shrink mortar 54 enters the inside of the pile body 13 and is solidified.
Thereby, the rigidity of the pile main-body part 13 can be improved, and the rust prevention inside the pile main-body part 13 can be carried out simultaneously.

  As described above, according to this example, the size of the foundation portion 5 and the amount of excavated soil can be reduced, and the external pile 1 that can ensure high stability without being affected by the compaction quality of the backfill soil 40; The foundation structure 2 of the exterior structure 3 using the same can be provided.

(Experimental example)
This example is an example in which the effects of the external pile 1 and the foundation structure 2 of Example 1 were confirmed.
As shown in FIG. 5 (A), samples of the external pile 1 and the foundation structure 2 according to the present invention were prepared. First, the soil was excavated from the ground 6 to a depth D1 of 300 mm, and the two exterior piles 1 were driven into the unexcavated soil 4 with an interval D2 of 800 mm. The length D3 of the buried part 10 of the external pile 1 is 1300 mm. Two lateral pressure resistance plates 12a and 12b are attached to the external pile 1 and the total area of the lateral pressure resistance plates 12a and 12b is 450 cm ² .
Next, the foundation part 5 was formed on the two external piles 1. The structure of the base portion 5 is the same as that shown in FIGS. In addition, a ridge as the exterior structure 3 was formed on the base portion 5. More specifically, two steel struts 31 were fixed to the base portion 5 with an interval D4 of 800 mm, and a horizontal member 32 was attached therebetween. A concrete wall 33 was formed between the steel columns 31. The height D5 of the steel column 31 is 2000 mm from the ground 6, and the height D6 of the horizontal member 32 is 1000 mm from the ground 6. The length D7 from the horizontal member 32 to the tip of the steel column 31 is 1000 mm.
In this example, the outer diameter of the pile main body 13 is 48.6 mm. Moreover, the plate | board thickness of the 1st side pressure resistance board n12a and the 2nd side pressure resistance board 12b is 6 mm. Furthermore, the axial direction length of the pile main-body part 13 is 1.5 m.
As described above, Sample A of the basic structure 2 according to the present invention was obtained.

  Next, as shown in FIG. 5B, the backhoe 70 was arranged as a weight member, and the horizontal member 32 and the backhoe 70 were connected by the wire 73 via the chain block 71 and the tension meter 72. Then, a load was applied to the horizontal member 32 using the chain block 71, and the displacement of the exterior structure 3 was measured at a height position of 300 mm from the ground 6 and a height position of 1000 mm.

  On the other hand, instead of the external pile 1, a steel pipe pile without the side pressure resistance plate 12 was used, and a sample B as a comparative example having the same configuration as that of FIG. Moreover, the sample C as a comparative example which did not have the external structure pile 1 and made the other structure the same as FIG. 5 (A) was created.

The result is shown in FIG. As shown in the figure, the sample C without the external pile 1 was greatly displaced by a load of 180 kg, and could not be measured by applying more load.
Further, comparing sample A and sample B, it can be seen that sample B is displaced more greatly even when a relatively light load of about 320 kg weight is applied. When a relatively heavy load of about 600 kg is applied, the sample A has a displacement of 13 mm, whereas the sample B has a displacement of 20 mm. That is, the sample A has a smaller displacement amount of 30% or more than the sample B, and is stable.
In addition, the graph at the time of measuring a displacement in the height position of 1000 mm from the ground is shown in FIG. Thus, also from FIG. 7, it can be seen that the stability of sample A is higher than that of sample B and sample C.

In this example the first lateral pressure resistance plate 12a and a second lateral pressure resistance plate 12b, although the area of the total was 450 cm ^2, the area can be changed in the range of 300～1000Cm ^2. If it is this range, while the weight of the external pile 1 can be made light, sufficient lateral pressure resistance can be produced. That is, when the total area of the ^two lateral pressure resistance plates 12 is less than 300 cm ² , sufficient lateral resistance cannot be obtained. Moreover, when exceeding 1000 cm < ² >, although the large side pressure resistance can be obtained, the weight of the external pile 1 will become too heavy.

  Moreover, although the outer diameter of the pile main-body part 13 was 48.6 mm in this example, this value can be changed in the range of 45-65 mm. Within this range, the buckling strength of the external pile 1 can be increased, and the unexcavated soil 4 can be driven easily. That is, when the outer diameter is less than 45 mm, the buckling strength of the external pile 1 is low, so that it may bend when driven into the unexcavated soil 4. Moreover, since the resistance at the time of driving will become large when an outer diameter exceeds 65 mm, it becomes difficult to drive into the unexcavated soil 4.

  Furthermore, in this example, the plate thickness of the first side pressure resistor plate 12a and the second side pressure resistor plate 12b is 6 mm, but this value can be changed within a range of 4 to 9 mm. Within this range, it is possible to increase the strength of the lateral resistance plate 12 and to improve the balance during driving. That is, when the plate thickness is less than 4 mm, the strength of the lateral pressure resistance plate 12 is low, so that it may be bent when driven into the unexcavated soil 4. On the other hand, if the plate thickness exceeds 9 mm, the balance at the time of driving deteriorates, and it becomes difficult to drive the external pile 1 vertically.

  Moreover, although the axial direction length of the pile main-body part 13 was 1.5 m in this example, this value can be changed in the range of 1-5 m. Within this range, the stability of the exterior structure 3 can be sufficiently secured and can be easily driven into the unexcavated soil 4. That is, when the axial length of the pile body 13 is less than 1 m, the exterior structure 3 cannot be sufficiently stabilized, and may fall or slide when a strong horizontal force is applied. Moreover, when the axial direction length exceeds 5 m, it becomes difficult to drive into the unexcavated soil 4.

(Example 2)
This example is an example in which the shape of the lateral pressure resistance plate 12 is changed as shown in FIG. The exterior pile 1 shown in FIG. 8 has a side pressure resistance plate 12c in a trapezoidal shape. More specifically, the lateral pressure resistance plate 12c is trapezoidally formed such that the distance D between the side end face 122 and the central axis 131 of the pile body 13 gradually decreases toward the lower end side g in the axial direction of the pile body 13. Yes.
Further, the external pile 1 shown in FIG. 9 has a side pressure resistance plate 12d in a triangular shape. More specifically, the side pressure resistance plate 12d has a triangular shape in which the distance D between the side end surface 123 and the central axis 131 of the pile main body 13 gradually decreases toward the lower end side g in the axial direction of the pile main body 13. ing. Other configurations are the same as those of the first embodiment.

If it does in this way, since the resistance when driving the external pile 1 to the ground becomes small, there is an advantage that it is easy to drive.
In addition, the same effects as those of the first embodiment are obtained.

(Example 3)
In this example, as shown in FIG. 10, the number of the lateral pressure resistance plates 12 is changed. The external pile 1 shown in FIG. 10 is attached so that four lateral pressure resistance plates 12 are orthogonal to each other.
Further, in this example, a conical blocking portion 71 is attached to the lower end portion (open end) 133 of the pile main body portion 13.
Other configurations are the same as those of the first embodiment.

As described above, by attaching the four lateral pressure resistance plates 12, even when the exterior structure 3 is columnar like a road sign or the like, it can be stabilized.
Further, by attaching the blocking portion 71 to the lower end portion (open end) 133, it is possible to prevent soil from entering the pile main body portion 13 when the external pile 1 is driven into the unexcavated soil 4.
In addition, the same effects as those of the first embodiment are obtained.

Example 4
In this example, as shown in FIG. 11, the attachment method of the lateral pressure resistance plate 12 is changed. The side pressure resistance plate 12 of FIG. 11 includes a main body portion 12e, an attachment portion 12f, and a fastening member (bolt) 7 for fastening them. Curved portions 124 and 125 are formed in the main body portion 12e and the attachment portion 12f, respectively. While the pile main body 13 is inserted inside the curved portions 124 and 125, the main body 12 e and the attachment 12 f are fastened by the fastening member 7. Thereby, the lateral pressure resistance plate 12 is fixed to the pile body 13.
Other configurations are the same as those of the first embodiment.

In this case, the lateral pressure resistance plate 12 (main body portion 12e, attachment portion 12f, fastening member 7) and the pile main body portion 13 can be separated and stored. And according to the construction site, the side pressure resistance plate 12 is attached to the pile body 13 only when the side pressure resistance plate 12 is necessary. Thereby, it becomes possible to use the pile main-body part 13 for both the construction site where the side pressure resistance board 2 is required, and the construction site where it is not necessary.
In addition, the same effects as those of the first embodiment are obtained.

In Example 1, (A) It is the basic structure and the external structure using the external structure pile, Comprising: It is bb arrow sectional drawing (B) external structure pile of FIG. 1 (B). It is a simplified diagram of the used basic structure and exterior structure, Comprising: Aa arrow sectional drawing of FIG. 1 (A). (A) Side view (B) Front view (C) Cross-sectional view taken along the line cc of FIG. It is detail drawing of the foundation structure using the external pile in Example 1, Comprising: It is the ee arrow sectional drawing of FIG. FIG. 4 is a detailed view of the foundation structure using the external pile according to the first embodiment, and is a cross-sectional view taken along the line dd in FIG. 3. In Experimental Example 1, (A) Front view of experimental sample (B) Side view of experimental sample. The graph showing the relationship between the applied load in Experiment example 1, and the amount of displacement at a height position of 300 mm from the ground. The graph showing the relationship between the applied load in Example 2 of an experiment, and the amount of displacement in the height position of 1000 mm from the ground. Example in which side pressure resistance plate is trapezoidal in Example 2 The example which made the side pressure resistance board in Example 2 into triangle shape. The front view of the pile for exteriors which made the four (A) side pressure resistance boards in Example 3. (B) hh arrow sectional drawing of FIG. 10 (A). In Example 4, it is an example of the side pressure resistance plate which was made detachable to the pile main-body part, Comprising: (A) Front view of a pile main-body part and a side pressure-resistance board (B) ii arrow cross section of FIG. 11 (A) Figure. The foundation structure of an external structure that does not use steel pipe piles in the conventional example. The basic structure of an external structure using steel pipe piles in a conventional example.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Pile for external construction 10 Buried part 11 Protruding part 12 Side pressure resistance plate 13 Pile main part 2 Foundation structure 3 External structure 4 Unexcavated soil 40 Backfill soil 5 Foundation part

Claims (10)

An external pile driven into the ground to support the external structure,
A pile body made of steel pipe,
A plate-like side pressure resistance plate provided so as to protrude radially outward from the outer peripheral surface of the pile main body portion and its main surface is parallel to the central axis of the pile main body portion,
The pile body has an embedded portion that is driven into unexcavated soil that has not been excavated, and a protruding portion that protrudes onto the unexcavated soil and is fixed to a foundation that serves as a foundation for the exterior structure. And
The external pile according to claim 1, wherein the lateral pressure resistance plate is provided on an outer peripheral surface of the buried portion and is driven into the unexcavated soil.   2. The external pile according to claim 1, wherein the lateral pressure resistance plate is attached between an intermediate position between an upper end portion and a lower end portion in the axial direction of the embedded portion and the upper end portion.   In Claim 1 or Claim 2, the said 1st said side pressure resistance board and the said 2nd said side pressure resistance board are attached to the said pile main-body part so that it may become mutually symmetrical with respect to the center axis line of the said pile main-body part. Exterior stake characterized by In claim 3, said the first lateral pressure resistance plate, between the second lateral pressure resistance plate, outer構用pile, wherein the area of the total is 300～1000Cm ^2.   5. The external pile according to claim 1, wherein the pile main body has an outer diameter of 45 to 65 mm.   The external pile according to any one of claims 1 to 5, wherein the lateral pressure resistance plate is welded to the pile main body.   The exterior pile according to any one of claims 1 to 6, wherein the lateral pressure resistance plate has a thickness of 4 to 9 mm.   The exterior pile according to any one of claims 1 to 7, wherein the pile main body has an axial length of 1 to 5 m.   The exterior pile according to any one of claims 1 to 8, wherein the lateral pressure resistance plate is formed in a quadrilateral plate shape. The basic structure of the exterior structure,
Using the external pile according to any one of claims 1 to 9,
The external structure wherein the external pile is driven into the unexcavated soil so that the main surface of the lateral pressure resistance plate and the main surface of the external structure are parallel to each other Foundation structure.

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