JP2018003306A - Structure and method for measure for stabilization of ground on periphery of structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To reduce a cost and a construction period, which are required for measures for stabilization of a slope area, by enabling partial stabilization of only ground on the periphery of a structure by arrangement of a minimal inhibiting pile.SOLUTION: In a structure for measures for stabilization of ground on the periphery of a structure, a plurality of inhibiting piles 4, 4,... are used when a steel tower 3 is installed on the upside with respect to a slope area 2 of a mountainous region. The inhibiting pile 4 is arranged in the close vicinity of the side of a foot of a mountain in a position which is outside of a range P of an influence of a foundation 30 of the steel tower 3 on bearing capacity stability and where the range P of the influence of on the bearing capacity stability reaches a ground surface 2a.SELECTED DRAWING: Figure 4

Description

  The present invention relates to a stabilization countermeasure structure and a stabilization countermeasure method for ground around a structure.

  Conventionally, it is known that a steel tower of a power transmission facility is provided on a slope portion of a mountainous area. There is concern about the occurrence of slope slips due to large-scale earthquakes, etc., on the slopes around such steel towers, and the displacement behavior of slopes is measured, for example, stable slopes as shown in Patent Documents 1 to 3 Measures are being taken, such as the implementation of countermeasures against composting.

  In the slope stabilization countermeasure construction as described in such patent document, as shown in FIG. 11, the slip surface reaching the steel tower foundation 100 with respect to the slope part 101 provided with the steel tower foundation 100 in the upper part. There is a pile builder that stabilizes the entire slip by suppressing the entire slip by placing a large number of piles 103 at an intermediate position in the inclined direction in 102.

JP 2011-220067 A JP 2002-275907 A JP2013-170410A

However, the conventional slope stabilization work described above has the following problems.
That is, the piles constructed by the stabilization measures shown in Patent Documents 1 to 3 and FIG. 11 are objects to be preserved such as housing groups due to the ground flow below the slope with respect to the area where the risk of slope slip is high. Pile is arranged on the slope to suppress the influence on the slope.
However, in the mountain slope transmission facilities as described above, the scale of the structure to be preserved is limited, and the installation location is a part of the upper part of the slope of the mountainous area, so slope slip is assumed. Most of the area to be covered is a range having a small influence on the structure. For this reason, when a large-scale pile placement method that prevents slippage of the entire slope as in the prior art described above is carried out, only measures to the extent that there are concerns about the impact on the stability of power transmission facilities are sufficient. There was a problem that the cost for countermeasures and the construction period for countermeasures would increase.

  The present invention has been made in view of the above-described problems, and provides a structure for stabilizing the ground around the structure and a method for stabilizing the structure that can reduce the cost and the construction period for stabilizing the slope. The purpose is to do.

In order to achieve the above object, the structure for stabilizing ground around a structure according to the present invention uses a plurality of deterring piles when installing a structure in or on the slope of a mountainous area. The stabilization structure for stabilizing the surrounding ground of the structure, outside the range of influence on the support capacity stability of the foundation of the structure, and the range of influence on the support capacity stability has reached the ground surface The said suppression pile is arrange | positioned in the immediate vicinity of the mountain skirt side in a position, It is characterized by the above-mentioned.
Here, the maximum range away from the foundation in the placement of deterrent piles is set based on the construction conditions such as the layout of the design of future planned countermeasure locations, the construction method of the existing foundation, the acquisition range of the facility site, etc. If the foundation is constructed by excavation, the range of influence on the bearing capacity stability of the foundation (if the foundation penetration depth is 5 m in normal soil, the influence range of about 45 degrees from the top edge of the foundation is It is preferable to place the pile at a position (a maximum of about 5 m) in consideration of the workability of the restraint pile from the position that reached the surface). That is, the latest is an area in consideration of the workability of the restraining pile, and is preferably the immediate vicinity of an area that does not affect the foundation of the structure.

  In addition, the stabilization method of the ground around the structure according to the present invention is a structure surrounding the structure by constructing a plurality of deterring piles when installing the structure in the slope part of the mountainous area or above the slope part. A stabilization countermeasure method for stabilizing the ground, comprising a step of excavating the inside of the slope portion or the upper side of the slope portion to construct the foundation of the structure and backfilling, and the supporting force stability of the foundation of the structure And the step of placing the restraining pile in the immediate vicinity of the foot of the mountain at the position where the range of influence on the stability of the support force reaches the ground surface.

In the present invention, a plurality of deterring piles are arranged outside the range of influence on the bearing capacity stability of the foundation of the structure and in the immediate vicinity of the mountain skirt side at the position where the area of influence on the bearing capacity stability reaches the ground surface. By doing, it can suppress that the slip surface estimated to generate | occur | produce by the time of a large-scale earthquake etc. in a slope part progresses to the structure side used as the back side of a suppression pile.
Therefore, the effect of deformation due to the slip of the slope is suppressed to the position before the deterrent pile on the foot side of the mountain, and the displacement of only the ground around the structure, which is assumed to have a large influence on the structure, is reduced. Therefore, it is possible to take an efficient stabilization measure by allowing the slip in the other region (the foot of the mountain from the deterrent pile).

As described above, in the present invention, it is possible to realize the partial stabilization of only the ground around the structure with the minimum arrangement of the restraining piles, and the cost and the construction period for the stabilization measures for the slope portion can be reduced. Can be achieved.
For example, by placing the restraint pile near the foundation of the structure, the total weight of the ground received by the restraint pile can be reduced, the number of restraint piles can be reduced, and the cost of the restraint pile can be reduced. .
Furthermore, since the number of restraining piles to be arranged can be reduced, the influence on the natural environment such as vegetation around the structure due to construction can be reduced.

  Further, in the structure for stabilizing the ground around the structure according to the present invention, the deterrent pile has a distance of 1 m to the foot from the position where the range of influence on the stability of the support force of the foundation reaches the ground surface. You may arrange | position in the range of 5 m.

  In this case, when the ground moves, the restraint pile is placed in the range of 1m to 5m away from the position where the influence range on the support capacity stability of the foundation reaches the foot of the mountain from the position where it reaches the ground surface. Deterrence piles can be placed outside the range of influence on the bearing capacity stability of the foundation and in the vicinity of the structure.

  Further, in the structure for stabilizing ground around the structure according to the present invention, the plurality of deterring piles are arranged in a direction intersecting the inclination direction of the slope portion, and the deterring piles positioned on both sides of the arrangement direction are , The line on the ground surface representing the range of influence on the bearing stability of the foundation of the structure parallel to the arrangement direction and the center of the structure and the bearing stability of the foundation of the structure perpendicular to the arrangement direction It is preferable that it is located on the extended line which connected the point which the line on the ground surface showing the influence range for to intersects.

  In this case, the arrangement direction of a plurality of restraining piles is minimized so as to minimize and stabilize the displacement of only the ground around the structure that is assumed to have a large influence on the structure described above. Can be set, and efficient stabilization measures can be taken.

  Further, in the stabilization structure for ground around the structure according to the present invention, the plurality of restraining piles are arranged from both sides in the arrangement direction toward the direction opposite to the mountain hem side along the inclined direction, It may be arranged with a U-shape when viewed.

  In this case, since the restraint pile is arranged so as to wrap around the foundation of the structure, the slip surface estimated in the slope portion wraps around from both sides in the arrangement direction of the restraint pile and progresses to the structure side. This can be prevented more reliably.

  According to the stabilization structure and stabilization method of the structure surrounding ground of the present invention, it is possible to realize the partial stabilization of only the structure surrounding ground with the minimum amount of restraint piles, It is possible to reduce the cost and construction period for the slope stabilization measures.

It is a perspective view which shows the stabilization countermeasure structure and stabilization countermeasure method of the structure surrounding ground by the 1st Embodiment of this invention. It is a side view of the stabilization countermeasure structure shown in FIG. It is the top view which looked at the stabilization countermeasure structure shown in FIG. 2 from upper direction. (A) And (b) is a side view which shows the arrangement | positioning state of a suppression pile. It is a side view which shows the arrangement | positioning state of the suppression pile of the stabilization countermeasure structure of the structure surrounding ground by 2nd Embodiment, Comprising: It is a side view which shows the arrangement | positioning state of the suppression pile when providing a retaining wall and excavating is there. It is the figure which showed the experimental model by a test example typically, Comprising: It is the figure by which the slip surface of the test result was displayed. It is a side view which shows the stabilization countermeasure structure of the structure surrounding ground by a 1st modification, Comprising: It is a figure corresponding to FIG. FIG. 8 is a plan view of the stabilization countermeasure structure shown in FIG. 7 as viewed from above, corresponding to FIG. 3. It is the top view which looked at the stabilization countermeasure structure of the structure surrounding ground by a 2nd modification from upper direction, Comprising: It is a figure corresponding to FIG. It is the top view which looked at the stabilization countermeasure structure of the structure surrounding ground by a 3rd modification from the upper direction, Comprising: It is a figure corresponding to FIG. It is a perspective view which shows the construction state of the conventional slope stabilization countermeasure construction method.

  Hereinafter, a stabilization structure and a stabilization method for a ground around a structure according to an embodiment of the present invention will be described with reference to the drawings.

(First embodiment)
As shown in FIG.1 and FIG.2, the structure 1 for stabilization of ground around the structure according to the first embodiment is within the slope part 2 of the mountainous area or above the slope part 2 (this embodiment Then, when installing the foundation 30 of the steel tower 3 (structure) for transmission lines on the ridge of the mountain 2A, it is applied when stabilizing the ground around the structure using a plurality of deterrent piles 4, 4,. It is a structure.

  As shown in FIG. 2, the mountain 2 </ b> A including the slope portion 2 is composed of a support layer 21 and a surface layer 22. In the slope 2, when a slip action occurs due to earth pressure due to ground displacement during an earthquake or the like, a slip surface R (the dotted line shown in FIGS. 1 and 2) that eventually breaks due to the ground slipping. ) Is estimated and has an arc shape in a side view.

Here, as the region R ₁ sliding area above the sliding surface R. A slip surface R shown in FIG. 2 indicates a surface estimated when the stabilization countermeasure structure 1 of the present embodiment, that is, the suppression pile 4 is constructed. Further, the non-measured slip surface r shown in FIG. 1 (the chain line shown in FIG. 1) shows a case where the countermeasure for the stabilization measure structure 1 of the present embodiment is not taken, and no other measures against slope slip are taken. .
In addition, the angle and position of the above-mentioned sliding surface R and non-measured sliding surface r are the conditions such as the type of ground, the ground condition, the ground strength, the shape and position of the foundation, and the restraint pile 4 as in the present embodiment. It fluctuates by measures such as.

The steel tower 3 has four legs, and a footing 31 (floor board) of the foundation 30 is supported in each leg while being buried in the ground. The footing 31 has a predetermined thickness and is formed in a square shape in a top view, and is buried in the ground by being backfilled after being installed by excavation. As shown in FIG. 3, the four foundations 30 are spaced apart from each other so that each center O is positioned at the apex of a square (reference numeral 3 a) when viewed from above.
In FIG. 3, a two-dot chain line surrounding each footing 31 indicates that the ground surface 2a has an area (influence range P) that affects the stability of the support force of the foundation 30 of the structure (here, the tower 3) when the ground moves. The position (base line P1) that has been reached is shown (see FIGS. 4A and 4B).

The influence range P is a region surrounded by an effective angle of the soil that resists the lifting force acting on the foundation 30 (two-dot chain line with the symbol θ in FIG. 4A) (shaded portion in FIG. 4A). It corresponds to. Here, as shown in FIG. 4 (a) or (b), the effective angle θ is set to about 45 degrees in the case of ordinary soil in the present embodiment, and is expected as a resistance region of the supporting force of the foundation 30. It is in the range.
Since the foundation 30 of this Embodiment is the steel tower 3 for power transmission lines to support, the uplift force by the wind load is acting. For this reason, the foundation 30 is buried by replacing it with a soil weight equivalent to the resistance force acting on the sliding surface when the foundation 30 receives the lifting force and the side surface of the footing 31. It is based on the design guideline of the support design standard (JEC127 1979, The Institute of Electrical Engineers of Japan, Electrical Standards Research Committee Standard, Denki Shoin).

As shown in FIGS. 1 to 3, the plurality of deterrent piles 4 are steel pipe piles, and are along a direction (hereinafter referred to as an arrangement direction X1) orthogonal to the inclination direction X2 of the slope portion 2 in a top view. They are arranged in a line at a predetermined interval. Among the plurality of restraining piles 4, 4,..., The restraining piles 4 (reference numerals 4A and 4B in FIG. 3) located on both sides of the arrangement direction X1 support the center O of the foundation 30 and the foundation 30 parallel to the arrangement direction X1. A line on the ground surface 2a representing the range of influence on the force stability (first base line P1a) and a line on the ground surface 2a representing the range of influence on the bearing stability of the foundation 30 perpendicular to the arrangement direction X1 (first line) It is located on the extended line connecting the points (reference P1c) where the two base lines P1b) intersect.
As shown in FIGS. 4A and 4B, these deterrent piles 4 have an influence range P on the outside of the influence range P on the support force stability of the foundation 30 of the tower 3 and on the support force stability. It is arranged in the immediate vicinity of the mountain skirt side at the position (base point P1) reaching the ground surface 2a.

Here, the stabilization countermeasure structure 1 in FIG. 4A shows a state in which the suppression pile 4 is driven at a position substantially coincident with the first base line P1a of the influence range P. The stabilization countermeasure structure 1 in FIG. 4B shows a state in which the suppression pile 4 is driven at an outer position (mountain foot side) slightly away from the first base line P1a of the influence range P.
In this way, the deterrent pile 4 is disposed in the immediate vicinity of the first base line P1a (see FIG. 3) of the influence range P, but the supporting force is stabilized by the above-described effective angle θ from the upper end edge 31a of the footing 31 of the foundation 30. It is said that it is preferably arranged in the range of 1 m to 5 m at the maximum with a separation distance L1 from the first base line P1a at the position where the influence range P on the nature reaches the ground surface 2a toward the mountain skirt side. For example, when the base 30 has a depth of about 5 m in ordinary soil, from the first base line P1a (a position 5 m from the position P0 of the ground surface 2a directly above the upper edge 31a of the footing 31 to the mountain skirt side), In consideration of the workability of the restraint pile 4, the restraint pile 4 is driven at a position where the distance L1 is 1 m to a maximum of 5 m, that is, the distance L2 from the position P0 on the upper edge 31a of the footing 31 is 6 m to a maximum of 10 m. Is done.
By placing the restraint pile 4 in this manner, the position (reference symbol Ra) of the ground surface 2a on the foundation 30 side of the slip surface R is located on the mountain skirt side with respect to the restraint pile 4.

  Next, the stabilization countermeasure method for constructing the above-mentioned structure stabilization countermeasure structure 1 for the ground around the structure, and the operation of the stabilization countermeasure structure 1 and the stabilization countermeasure method will be described in detail with reference to the drawings.

  As a stabilization countermeasure method of the present embodiment, as shown in FIGS. 4A and 4B, first, the upper side of the slope portion 2 that is the planned embedding position of the foundation 30 of the tower 3 is excavated, and the tower After the 3 foundations 30 are arranged, the placed foundation 30 is backfilled with earth and sand. Next, there are a plurality of points on the outside of the influence range P on the supporting force stability of the foundation 30 and on the base side of the base line P1 (first reference line P1a) where the influence range P on the supporting force stability has reached the ground surface 2a. The desired stabilization countermeasure structure 1 is constructed by placing the deterrent pile 4.

As described above, in the present embodiment, at the first base point P1a where the influence range P on the supporting force stability reaches the ground surface 2a outside the influence range P on the supporting force stability of the foundation 30 of the tower 3. By arranging a plurality of deterrent piles 4, 4,... In the immediate vicinity of the mountain skirt side, the slip surface R estimated to be generated due to a large-scale earthquake or the like in the slope portion 2 is the back side of the deterrent pile 4. It can suppress progressing to the steel tower 3 side.
Therefore, the displacement due to the slip of the slope portion 2 is suppressed to a position up to the front of the detent pile 4 on the mountain skirt side, and the displacement of only the ground around the structure that is assumed to have a large influence on the steel tower 3 It is possible to take an efficient stabilization measure by reducing the size of the area and stabilizing the area, and allowing slippage in the other area (the mountain skirt side than the deterrent pile 4).
Moreover, since the deformation | transformation of the natural ground near the foundation 30 can be suppressed by arrange | positioning the suppression pile 4 partially in the vicinity of the foundation 30 of the tower 3, the position of the sliding surface R is set to the foundation 30 of the tower 3. It is possible to keep within the range where there is no influence on the earthquake, and it is possible to ensure stability during an earthquake.

Furthermore, in the present embodiment, it is possible to achieve the partial stabilization of only the ground around the structure with the minimum arrangement of the restraining piles 4, and the cost and construction period for the stabilization of the slope portion 2. Can be reduced. For example, as the present embodiment, the restraint pile 4 is disposed in the vicinity of the foundation 30 of the steel tower 3, thereby reducing the total weight of the ground received by the restraint pile 4 and reducing the number of restraint piles 4 disposed. It becomes possible and the cost concerning the suppression pile 4 can be reduced.
Furthermore, since it becomes possible to reduce the number of the suppression pile 4 to arrange | position, the influence on natural environments, such as vegetation around the structure by construction, can also be reduced.

  Moreover, in this Embodiment, the influence range to the supporting force stability of the footing 31 of the foundation 30 of the suppression pile 4 is 1m-5m in the separation distance L1 which goes to the mountain skirt side from the 1st base line P1a which reached | attained the ground surface 2a. By arrange | positioning in the range, when the ground moves, the suppression pile 4 can be arrange | positioned in the vicinity of the steel tower 3 on the outer side of the influence range P which affects the bearing capacity stability at the time of the foundation of the steel tower 3.

  Furthermore, in this Embodiment, as shown in FIG. 3, the suppression pile 4 located in the edge part of the arrangement direction X1 among the several suppression piles 4 is the center O of the foundation 30, the 1st baseline P1a, and the 2nd baseline. Since it is located on the extended line connecting the point P1c where P1b intersects, in order to reduce and stabilize the deformation of only the ground around the structure, which is assumed to have a large influence on the tower 3, as described above. Therefore, it is possible to set the length of the plurality of deterring piles 4 in the arrangement direction X1, and to take efficient stabilization measures.

  As described above, in the present embodiment, it becomes possible to partially stabilize only the ground around the structure with the minimum arrangement of the deterrent piles 4, and it is possible to reduce the cost and construction period for stabilizing the slope portion. Can be reduced.

(Second Embodiment)
Next, as shown in FIG. 5, the structure surrounding ground stabilization countermeasure structure 10 according to the second embodiment is constructed by excavating the foundation 30 when excavating the foundation 30 for embedding. The retaining wall 5 is provided in the range (influence range P on the force stability), and the foundation 30 is disposed and backfilled. That is, the position (base line P2) at which the influence range P reaches the ground surface 2a is the position of the end of the retaining wall 5 on the foundation 30 side. The deterrent pile 4 is disposed in the immediate vicinity of the mountain skirt side of the retaining wall 5.
In the case of the second embodiment, the restraint pile 4 is closer to the foundation 30 side than the restraint pile 4 shown in FIG. 4 in the case where the retaining wall 5 is not provided (the first embodiment described above). Can be placed. For example, when the retaining wall 5 is provided at substantially the same position as the base line P2 as in the present embodiment, the workability of the restraining pile 4 from the base line P2 is ensured by securing the placement area of the retaining wall 5. For example, the deterrent pile 4 can be arranged in the range of 1 m to 5 m with the considered separation distance L1.

  Next, test examples performed to support the effects of the structure for stabilizing the ground around the structure and the method for stabilizing the structure according to the above-described embodiment will be described below.

(Test example)
In this test example, a centrifugal model experiment was performed using an experimental model 6 as shown in FIG. 6 in which the structure 1 for stabilizing the ground around the structure of the first embodiment described above was scaled down, and a steel tower as a power transmission facility The impact on the foundation was confirmed.
The experimental model 6 shown in FIG. 6 is a slope portion simulating a two-layer ground using hard vinyl chloride for the portion 61a corresponding to the ground (support layer) and DL clay (clay) for the portion 61b corresponding to the surface layer. A mountain 62 having 61 is formed, a steel tower foundation 64 is embedded in the top 63 of the mountain 62, and a deterrent pile 65 is provided in the vicinity of the corner where the top 63 and the slope 61 intersect.
In the test, a centrifugal loading device (Mark III Centrifuge, manufactured by Matsumoto Machinery Co., Ltd.) capable of reproducing the same gravity state as the original model by rotating the shaft was used, and a centrifugal loading test was performed on the experimental model 6. . The input ground motion was a 2 Hz sine wave with a maximum acceleration of 300 gal.

As a result of the test, a slip surface 60 as shown by the dotted line in FIG. 6 was generated. That is, it has been confirmed that the sliding surface 60 extending from the mountain skirt side extends to the front side of the deterrent pile 65 and has not progressed to the back side of the deterrent pile 65 (the steel tower foundation 64 side). Thereby, it will be understood that the influence of the deformation of the slope 61 is suppressed to a position up to the front side of the mountain skirt side of the suppression pile 65, and the displacement around the power transmission facility (steel foundation 64) is reduced.
From such a test result, deformation | transformation of the natural ground near the tower foundation 64 can be suppressed by arrange | positioning the suppression pile 65 partially in the vicinity of the tower foundation 64, and the position of the sliding surface 60 is the tower foundation. It was possible to keep within the range that does not affect 64, and it was confirmed that stability during an earthquake could be secured.

  As mentioned above, although embodiment of the stabilization countermeasure structure and stabilization countermeasure method of the structure surrounding ground by this invention was demonstrated, this invention is not limited to said embodiment, The range which does not deviate from the meaning It can be changed as appropriate.

For example, in the first embodiment described above, the suppression piles 4 are arranged in one row in the arrangement direction X1, but the invention is not limited to this. And the arrangement of the restraint pile 4 in the arrangement direction X1 and the dimensions such as the pile diameter, the configuration of the pile type, etc. are the ground conditions, the state of the presumed non-slip slip surface r, the shape of the structure such as the steel tower 3, It can be set as appropriate in accordance with the embedded state or the like. Moreover, although the steel pipe pile is used in this Embodiment as a pile type of the suppression pile 4, it is not restrict | limited to this and piles, such as H-section steel, may be sufficient.
For example, like the stabilization countermeasure structure 1A according to the first modification shown in FIGS. 7 and 8, the number of the restraining piles 4 may be arranged in two rows. In this case, the suppression piles 4 in each row are arranged in a staggered manner in plan view.

Further, as in the stabilization countermeasure structure 1B according to the second modification shown in FIG. 9, the plurality of deterring piles 4, 4,... Go from both sides of the arrangement direction X1 to the opposite side from the mountain hem side along the inclination direction X2. They may be arranged in the direction and arranged in a U-shape when viewed from above.
In this case, since the suppression pile 4 is arranged so as to wrap around the foundation 30 of the steel tower 3, the slip surface R (see FIG. 2) estimated in the slope portion 2 is in the arrangement direction X1 of the suppression pile 4. It can prevent more reliably that it goes around from both sides and progresses to the steel tower 3 side.

Furthermore, in the present embodiment, the steel tower 3 of the power transmission facility is targeted as a structure, but the structure is not limited to this, and any structure having a direct foundation may be used. For example, a windmill or a bridge pier for power generation Even if it is a structure of this, if it is installed on the slope part of a mountainous area, or the upper part of a slope part, it will become an application object of this invention. For example, the shape of the foundation is not limited to the above-described embodiment.
For example, in the present embodiment, the shape of the footing 31 of the foundation 30 of the steel tower 3 is a square shape when viewed from above, but is not limited to such a shape, as in the third modification shown in FIG. Of course, a round footing 31 having a circular shape may be used. In this case, the base line P1 in which the influence range P on the bearing force stability of the foundation 30 of the steel tower 3 (structure) reaches the ground surface 2a is also circular when viewed from above. And deterrence pile 4A, 4B located in the both sides of arrangement direction X1 is the 1st base line P1a 'parallel to arrangement direction X1 in the tangential direction in base line P1, and 2nd base line P1b' parallel to inclination direction X2. Are located on an extended line connecting the points (reference P1c ′) where.

  Furthermore, in the present embodiment, the arrangement direction X1 of the suppression piles 4 is a direction orthogonal to the inclination direction X2 of the slope portion 2 in plan view, but is not limited to the orthogonal direction, and the arrangement direction May be any direction that intersects the tilt direction X2.

  In addition, it is possible to appropriately replace the components in the above-described embodiments with known components without departing from the spirit of the present invention.

1, 1A, 1B, 10 Stabilization structure 2 Slope 2a Ground surface 2A Mountain 3 Steel tower (structure)
4 Deterrent pile 30 Foundation 31 Footing (floorboard)
O Center of the foundation P Influence range P1, P2 Base line P1a First base line P1b Second base line R Slip surface r Unmeasured slip surface Ra Position of ground surface on the base side of the slip surface R ₁ Slip region X1 Arrangement direction X2 Inclination direction

Claims (5)

When installing a structure in or on a slope in a mountainous area, a stabilization countermeasure structure that stabilizes the ground around the structure using a plurality of deterrent piles,
The deterrent pile is arranged outside the range of influence on the bearing capacity stability of the foundation of the structure and in the immediate vicinity of the mountain skirt side at the position where the area of influence on the bearing capacity stability reaches the ground surface. Structure for stabilizing the ground around the structure, characterized by   The said suppression pile is arrange | positioned in the range of 1m-5m in the separation distance which goes to the mountain skirt side from the position where the influence range to the bearing capacity stability of the said foundation reached | attained the ground surface. Structure for stabilizing the ground around the structure described. The plurality of deterrent piles are arranged in a direction intersecting with the inclination direction of the slope portion,
Suppression piles located on both sides of the arrangement direction are perpendicular to the center of the structure, a line on the ground surface that represents the range of influence on the bearing stability of the foundation of the structure parallel to the arrangement direction, and the arrangement direction. 3. The method according to claim 1, wherein the line is located on an extended line connecting a point where lines on the ground surface representing a range of influence on the bearing capacity stability of a foundation of a simple structure intersect. Structure for stabilizing the ground around the structure.   The plurality of restraining piles are arranged from both sides in the arrangement direction toward a direction opposite to the mountain hem side along the inclination direction, and are arranged in a U shape in a top view. The structure for stabilizing a ground around a structure according to any one of claims 1 to 3. When installing a structure in or on a slope in a mountainous area, it is a stabilization measure method that stabilizes the surrounding ground by constructing a plurality of deterrent piles,
A step of excavating the inside of the slope portion or the upper side of the slope portion to construct the foundation of the structure, and backfilling;
The step of driving the deterring pile outside the range of influence on the bearing capacity stability of the foundation of the structure and in the immediate vicinity of the mountain skirt side at the position where the area of influence on the bearing capacity stability reaches the ground surface; A method for stabilizing the ground around a structure, characterized by comprising:

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