JP6776653B2 - Stabilization measures for the ground around the structure Structure and stabilization measures - Google Patents

Description

The present invention relates to a structure for stabilizing the ground around the structure and a method for stabilizing the ground.

Conventionally, it is known that a steel tower of a power transmission facility is provided on a slope in a mountainous area. There is a concern that slope slip may occur on the slope around such a steel tower due to a large-scale earthquake or the like, and the displacement behavior of the slope can be measured and the slope can be stabilized as shown in Patent Documents 1 to 3, for example. Measures are being taken, such as by implementing anti-chemical measures.

In such slope stabilization work as described in the patent document, as shown in FIG. 11, a slip surface reaching the tower foundation 100 with respect to the slope portion 101 provided with the tower foundation 100 at the top. There is a pile work that suppresses the entire slip and stabilizes it by driving a large number of piles 103 at the intermediate position in the inclined direction in 102.

Japanese Unexamined Patent Publication No. 2011-220067 JP-A-2002-275907 Japanese Unexamined Patent Publication No. 2013-170410

However, the above-mentioned conventional slope stabilization measures work 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 protected such as a group of houses due to the flow of the ground downward on the slope in the area where the risk of slope slip is high. Piles are placed on the slope to reduce the impact on the slope.
However, in the power transmission equipment on the mountain slope as described above, the scale of the structure to be maintained is limited, and the installation location is a part of the upper part of the slope in the mountain area, so slope slip is assumed. Most of the area has a small effect on the structure. Therefore, even though it is sufficient to take measures only in the range where there is concern about the impact on the stability of the power transmission equipment, if a large-scale pile arrangement method such as the above-mentioned conventional technology is implemented to prevent slippage of the entire slope. However, 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-mentioned problems, and provides a structure for stabilizing the ground around a structure and a method for stabilizing the ground, which can reduce the cost and construction period for stabilizing the slope. The purpose is to do.

In order to achieve the above object, the structure for stabilizing the ground around the structure according to the present invention uses a plurality of restraint piles when the structure is installed in the slope portion of the mountainous area or above the slope portion. It is a stabilization measure structure that stabilizes the ground around the structure, and the ground around the structure has an effective angle of soil that resists the lifting force acting on the foundation of the structure, and has the bearing capacity of the foundation. A resistance region is provided, a retaining wall is provided at a position intersecting the resistance region, the space between the retaining wall and the foundation is backfilled with earth and sand, and the separation distance from the upper end of the retaining wall toward the hem side is 1 It is characterized in that the restraint pile is arranged in a range of about 5 m .
Here, the maximum range of separation from the foundation in the arrangement of restraint piles is set based on the construction conditions such as the design arrangement of the planned countermeasure locations, the construction method of the existing foundation, and the acquisition range of the equipment site. When is constructed by excavation, the resistance area of the bearing capacity of the foundation (when the foundation depth is 5 m in ordinary soil, the influence range of about 45 degrees from the upper edge of the foundation reaches the ground surface. It is preferable to arrange the piles at a position (up to about 5 m) in consideration of the workability of the restraint pile. That is, it is preferable that the nearest area is an area in consideration of the workability of the restraint pile and is the area closest to the area that does not affect the foundation of the structure.

Further, the method for stabilizing the ground around the structure according to the present invention is to install a plurality of restraint piles in the slope portion of the mountainous area or above the slope portion by constructing a plurality of restraint piles around the structure. It is a stabilization measure method to stabilize the ground, and the process of excavating the inside of the slope or the upper side of the slope to build the foundation of the structure and backfilling it, and the ground around the structure is the structure. An effective angle of the soil that resists the lifting force acting on the foundation of the foundation, and a step of providing a retaining wall at a position where a resistance region of the supporting force of the foundation is provided and intersecting the resistance region, and the retaining wall and the said It is characterized by having a step of backfilling the space between the foundation and the foundation with earth and sand, and a step of placing the restraint pile within a range of 1 to 5 m at a distance from the upper end of the retaining wall toward the hem side of the mountain .

In the present invention, the outside of the resistive region of the support force of the foundation of the structure, and resistive region of the supporting force by arranging a plurality of deterrence pile range 1~5m the foot of the mountain side of the upper end of the earth retaining wall, It is possible to prevent the slip surface, which is estimated to occur in a large-scale earthquake on the slope, from extending to the structure side, which is the back side of the restraint pile.
Therefore, the influence of deformation due to the slip of the slope is suppressed to the position before the restraint pile on the mountain hem side, and the displacement of only the ground around the structure, which is expected to have a large impact on the structure, is reduced. It is possible to take efficient stabilization measures by stabilizing the structure and allowing slippage in other areas (on the mountain hem side of the restraint pile).

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

Further, in the structure for stabilizing the ground around the structure according to the present invention, the restraint pile has a distance of 1 m to 5 m from the position where the resistance region of the bearing capacity of the foundation reaches the ground surface toward the mountain hem side. It may be arranged in.

In this case, by arranging the restraint piles in the range of 1 m to 5 m from the position where the resistance region of the bearing capacity of the foundation reaches the ground surface toward the mountain hem side, when the ground moves, the foundation of the structure Restraint piles can be placed outside the range of influence on bearing stability and near the structure.

Further, in the structure for stabilizing the ground around the structure according to the present invention, the plurality of restraint piles are arranged in a direction intersecting the inclination direction of the slope portion, and the restraint piles located on both sides of the arrangement direction are arranged. , representing the center and the resistance region of the support force of the foundation of the line and perpendicular to the structure in the arrangement direction on the ground surface that represents the resistance region of the support force of the foundation of parallel structures in the arrangement direction of the structure It is preferably located on an extension line connecting the points where the lines on the ground surface intersect.

In this case, the arrangement direction of a plurality of restraint piles is minimized in order to reduce and stabilize the displacement of only the ground around the structure, which is assumed to have a large influence on the structure described above. The length can be set, and efficient stabilization measures can be taken.

Further, in the structure for stabilizing the ground around the structure according to the present invention, the plurality of restraint piles are arranged from both sides in the arrangement direction toward the mountain hem side and the opposite side along the inclination direction, and the upper surface thereof. It may be arranged in a U-shape visually.

In this case, since the restraint piles are 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 piles and extends to the structure side. You can prevent that more reliably.

According to the structure and stabilization countermeasure method for stabilizing the ground around the structure of the present invention, it is possible to partially stabilize only the ground around the structure with the minimum arrangement of restraint piles. It is possible to reduce the cost and construction period required for stabilization measures on the slope.

It is a perspective view which shows the stabilization measure structure and the stabilization measure method of the ground around a structure by 1st Embodiment of this invention. It is a side view of the stabilization measure structure shown in FIG. FIG. 5 is a plan view of the stabilization countermeasure structure shown in FIG. 2 as viewed from above. (A) and (b) are side views which show the arrangement state of the restraint pile. It is a side view which shows the arrangement state of the restraint pile of the structure for stabilizing the ground around the structure by the 2nd Embodiment, and is the side view which shows the arrangement state of the restraint pile when excavation is performed by providing the earth retaining wall. is there. It is the figure which showed the experimental model by the test example schematically, and is the figure which displayed the slip surface of the test result. It is a side view which shows the stabilization measure structure of the ground around a structure by 1st modification, and is the figure corresponding to FIG. FIG. 7 is a plan view of the stabilization countermeasure structure shown in FIG. 7 as viewed from above, and is a view corresponding to FIG. It is a top view of the structure for stabilization measures of the ground around the structure by the 2nd modification, and is the figure corresponding to FIG. It is a top view of the structure for stabilization measures of the ground around the structure by the 3rd modification, and is the figure corresponding to FIG. It is a perspective view which shows the construction state of the conventional slope stabilization measures construction method.

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

(First Embodiment)
As shown in FIGS. 1 and 2, the structure 1 for stabilizing the ground around the structure according to the first embodiment is inside the slope portion 2 of the mountainous area or above the slope portion 2 (the present embodiment). Then, when installing the foundation 30 of the steel tower 3 (structure) for the transmission line on the ridge of mountain 2A), it is applied when stabilizing the ground around the structure using multiple restraint piles 4, 4, ... Structure.

As shown in FIG. 2, the mountain 2A including the slope portion 2 is composed of a support layer 21 and a surface layer 22. Inside the slope portion 2, when a slipping action occurs due to earth pressure due to ground displacement such as during an earthquake, the slip surface R (dotted line shown in FIGS. 1 and 2) eventually leads to destruction due to the ground slipping. ) Is estimated, and it has an arc shape when viewed from the side.

Here, as the region R ₁ sliding area above the sliding surface R. The slip surface R shown in FIG. 2 indicates a surface estimated when the stabilization countermeasure structure 1 of the present embodiment, that is, the restraint pile 4 is constructed. Further, the non-countermeasure slip surface r (one-dot chain line shown in FIG. 1) shown in FIG. 1 indicates a case where the stabilization countermeasure structure 1 of the present embodiment is counteracted and no other slope slip countermeasure is implemented. ..
The angles and positions of the slip surface R and the non-countermeasure slip surface r described above 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 varies depending on measures such as.

The steel tower 3 has four legs, and the footing 31 (floor plate) of the foundation 30 is supported in each leg in a state of being buried in the ground. The footing 31 has a predetermined thickness and is formed into a square 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 arranged at intervals from each other so that their centers O are located at the vertices of the square (reference numeral 3a) in the top view.
In FIG. 3, the alternate long and short dash line surrounding each footing 31 has a region (influence range P) that affects the bearing capacity stability of the foundation 30 of the structure (here, the steel tower 3) when the ground moves. It shows the position (baseline P1) that reached (see FIGS. 4A and 4B).

The range of influence P is a region surrounded by an effective angle of soil (two-dot chain line of reference numeral θ in FIG. 4A) that resists the lifting force acting on the foundation 30 (hatched portion in FIG. 4A). Corresponds to. Here, as shown in FIGS. 4A or 4B, this 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 bearing capacity of the foundation 30. It is in the range of.
Since the supporting structure of the foundation 30 of the present embodiment is a steel tower 3 for a transmission line, an upward pulling force due to a wind load acts on the foundation 30. Therefore, when burying the foundation 30, the weight of the soil is replaced with the weight of the soil equivalent to the resistance force acting on the sliding surface and the side surface of the footing 31 when the foundation 30 receives the lifting force. It is based on the design guidelines of the support design standard (JEC127 1979, Electrical Society, Electrical Standards Study Group Standards, Electrical Shoin).

As shown in FIGS. 1 to 3, the plurality of restraint piles 4 are steel pipe piles, and are oriented along a direction orthogonal to the inclination direction X2 of the slope portion 2 (hereinafter, referred to as an arrangement direction X1) in a top view. They are arranged in a row with a predetermined interval. Of the plurality of restraint piles 4, 4, ..., The restraint 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 (first baseline P1a) showing the range of influence on force stability, and a line on the ground surface 2a showing the range of influence on the bearing capacity stability of the foundation 30 perpendicular to the arrangement direction X1 (first baseline P1a). It is located on an extension line connecting the point (reference numeral P1c) where the two baselines P1b) intersect.
As shown in FIGS. 4A and 4B, these restraint piles 4 are outside the range P of influence on the bearing capacity stability of the foundation 30 of the tower 3, and the range P of influence on the bearing capacity stability is large. It is arranged in the immediate vicinity of the mountain hem side at the position (base point P1) reaching the ground surface 2a.

Here, the stabilization countermeasure structure 1 of FIG. 4A shows a state in which the restraint pile 4 is driven at a position substantially coincide with the first baseline P1a of the influence range P. The stabilization countermeasure structure 1 of FIG. 4B shows a state in which the restraint pile 4 is driven at a position on the outside (mountain hem side) slightly away from the first baseline P1a of the influence range P.
In this way, the restraint pile 4 is arranged in the immediate vicinity of the first baseline P1a (see FIG. 3) of the influence range P, but the bearing capacity is stabilized by the above-mentioned effective angle θ from the upper end edge 31a of the footing 31 of the foundation 30. It is preferable that the range of influence on sex P is the distance L1 from the first baseline P1a at the position where it reaches the ground surface 2a toward the foot of the mountain, and is arranged in a range of 1 m to a maximum of 5 m. For example, in the case of ordinary soil where the depth of the foundation 30 is about 5 m, from the first baseline P1a (the position 5 m from the position P0 of the ground surface 2a directly above the upper end edge 31a of the footing 31 to the mountain hem side). The restraint pile 4 is placed at a position where the separation distance L1 from 1 m to a maximum of 5 m in consideration of the workability of the restraint pile 4, that is, at a position where the separation distance L2 from the position P0 on the upper end edge 31a of the footing 31 is 6 m to a maximum of 10 m. Will be done.
By driving the restraint pile 4 in this way, the position of the ground surface 2a (reference numeral Ra) on the foundation 30 side of the slip surface R is estimated to be located on the mountain hem side of the restraint pile 4.

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

As a stabilization measure method of the present embodiment, as shown in FIGS. 4A and 4B, first, the upper side of the slope portion 2 which is the planned burial position of the foundation 30 of the steel tower 3 is excavated, and the steel tower is opened. After arranging the foundation 30 of 3, the placed foundation 30 is backfilled with earth and sand. Next, a plurality of foundations 30 are located outside the range P of influence on bearing capacity stability and in the vicinity of the hem side of the baseline P1 (first baseline P1a) in which the range of influence P on bearing capacity stability reaches the ground surface 2a. By driving the restraint pile 4 of the above, the desired stabilization countermeasure structure 1 is constructed.

As described above, in the present embodiment, at the first base point P1a outside the range P of influence on the bearing capacity stability of the foundation 30 of the tower 3 and the range P of influence on the bearing capacity stability reaches the ground surface 2a. By arranging a plurality of restraint piles 4, 4, ... Near the foot of the mountain, the slip surface R estimated to occur in the slope portion 2 due to a large-scale earthquake or the like becomes the back side of the restraint pile 4. It is possible to prevent the steel tower from extending to the 3rd side.
Therefore, the influence of the deformation caused by the slip of the slope portion 2 is suppressed to the position before the restraint pile 4 on the mountain hem side, and the displacement of only the ground around the structure, which 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 pile to stabilize it and allowing slippage in other areas (on the mountain hem side of the restraint pile 4).
Further, by partially arranging the restraint pile 4 in the vicinity of the foundation 30 of the steel tower 3, deformation of the ground in the vicinity of the foundation 30 can be suppressed. Therefore, the position of the slip surface R is set to the foundation 30 of the steel tower 3. It is possible to keep it within a range that does not affect the earthquake, and it is possible to ensure stability during an earthquake.

Further, in the present embodiment, it is possible to partially stabilize only the ground around the structure with the minimum arrangement of the restraint piles 4, and the cost and construction period required for the stabilization measures of the slope portion 2. Can be reduced. For example, by arranging the restraint piles 4 in the vicinity of the foundation 30 of the steel tower 3 as in the present embodiment, the total weight of the ground received by the restraint piles 4 can be reduced, and the number of restraint piles 4 arranged can be reduced. This makes it possible to reduce the cost of the restraint pile 4.
Further, since the number of restraint piles 4 to be arranged can be reduced, the influence of construction on the natural environment such as vegetation around the structure can be reduced.

Further, in the present embodiment, the range of influence on the bearing capacity stability of the footing 31 of the foundation 30 of the restraint pile 4 is 1 m to 5 m at the separation distance L1 from the first baseline P1a reaching the ground surface 2a toward the foot of the mountain. By arranging in the range, the restraint pile 4 can be arranged outside the influence range P in which the bearing capacity stability of the foundation of the tower 3 is affected when the ground moves, and in the vicinity of the tower 3.

Further, in the present embodiment, as shown in FIG. 3, the restraint pile 4 located at the end of the arrangement direction X1 among the plurality of restraint piles 4 is the center O of the foundation 30, the first baseline P1a, and the second baseline. Since it is located on the extension line connecting the point P1c where P1b intersects, as described above, 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. The length of the arrangement direction X1 of the plurality of restraint piles 4 can be set so as to be the minimum necessary, and efficient stabilization measures can be taken.

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

(Second Embodiment)
Next, as shown in FIG. 5, the structure 10 for stabilizing the ground around the structure according to the second embodiment is used for excavating the foundation 30 for burial, and the excavated portion (supporting the structural foundation). A retaining wall 5 is provided in the range of influence P on force stability), and the foundation 30 is arranged and backfilled. That is, the position where the influence range P reaches the ground surface 2a (baseline P2) is the position of the end portion of the retaining wall 5 on the foundation 30 side. The restraint pile 4 is arranged in the immediate vicinity of the mountain hem 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 cast. For example, when the retaining wall 5 is provided at substantially the same position as the baseline P2 as in the present embodiment, the placement area of the retaining wall 5 is secured to improve the workability of the restraint pile 4 from the baseline P2. The restraint pile 4 can be arranged in the range of, for example, 1 m to 5 m with the considered separation distance L1.

Next, a test example conducted to support the effect of the stabilization countermeasure structure and the stabilization countermeasure method of the ground around the structure according to the above-described embodiment will be described below.

(Test example)
In this test example, a centrifugal model experiment is performed using an experimental model 6 as shown in FIG. 6 which is a scaled scale of the structure 1 for stabilizing the ground around the structure of the first embodiment described above, and a steel tower which is a power transmission facility. The impact on the foundation was confirmed.
In the experimental model 6 shown in FIG. 6, 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 buried in the top 63 of the mountain 62, and a restraint pile 65 is provided near a corner where the top 63 and the slope 61 intersect.
In the test, a centrifugal loading test was performed on the experimental model 6 using a centrifugal loading device (Mark III Centrifuge, manufactured by Matsumoto Kikai Seisakusho Co., Ltd.) that can reproduce the same gravity state as the prototype by rotating the shaft. .. The input seismic 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 was confirmed that the slip surface 60 extending from the hem side of the mountain extends to the front side of the restraint pile 65 and does not extend to the back side (steel tower foundation 64 side) of the restraint pile 65. As a result, it can be seen that the influence of the deformation of the slope portion 61 is suppressed to the position before the mountain hem side of the restraint pile 65, and the displacement around the power transmission facility (steel tower foundation 64) becomes small.
Based on these test results, by partially arranging the restraint pile 65 near the tower foundation 64, deformation of the ground near the tower foundation 64 can be suppressed, and the position of the sliding surface 60 is the tower foundation. It was possible to keep it within the range where 64 was not affected, and it was confirmed that stability during an earthquake could be ensured.

Although the embodiment of the stabilization countermeasure structure and the stabilization countermeasure method of the ground around the structure according to the present invention has been described above, the present invention is not limited to the above embodiment and does not deviate from the gist thereof. Can be changed as appropriate.

For example, in the first embodiment described above, the restraint piles 4 are arranged in a row in the arrangement direction X1, but the present invention is not limited to this. Then, the arrangement spacing of the restraint pile 4 in the arrangement direction X1, the dimensions such as the pile diameter, the configuration such as the pile type, the ground condition, the estimated state of the non-measurement slip surface r, the shape of the structure such as the steel tower 3, etc. It can be set as appropriate according to the buried state and the like. Further, as the pile type of the restraint pile 4, a steel pipe pile is used in the present embodiment, but the pile is not limited to this, and a pile such as H-shaped steel may be used.
For example, as in the stabilization countermeasure structure 1A according to the first modification shown in FIGS. 7 and 8, the number of restraint piles 4 may be arranged in two rows. In this case, the restraint piles 4 in each row are arranged in a staggered pattern in a plan view.

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

Further, in the present embodiment, the steel tower 3 of the power transmission facility is targeted as the structure, but the structure is not limited to this, and any structure having a direct foundation may be used, for example, a wind turbine for power generation, a bridge pier, or the like. If the structure is installed on the slope of a mountainous area or on the upper part of the slope, the present invention is applicable. 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 square in top view, but the shape is not limited to such a shape, as in the third modification shown in FIG. Of course, a circular footing 31 may be used. In this case, the baseline P1 in which the range P of influence on the bearing capacity stability of the foundation 30 of the steel tower 3 (structure) reaches the ground surface 2a is also circular in top view. The restraint piles 4A and 4B located on both sides of the arrangement direction X1 have a first baseline P1a'which is parallel to the arrangement direction X1 in the tangential direction of the baseline P1 and a second baseline P1b'which is parallel to the inclination direction X2. , Is located on an extension line connecting the intersection (reference numeral P1c').

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

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

1, 1A, 1B, 10 Stabilization measures structure 2 Slope 2a Ground surface 2A Mountain 3 Steel tower (structure)
4 Deterrence pile 30 Foundation 31 Footing (floor board)
O Center of foundation P Area of influence P1, P2 Base line P1a 1st base line P1b 2nd base line R Slip surface r No countermeasures Slip surface Ra Slip surface position of the ground surface on the foundation side of the slip surface R ₁ Slip area X1 Arrangement direction X2 Tilt direction

Claims (5)

It is a stabilization measure structure that stabilizes the ground around the structure by using multiple restraint piles when installing the structure in the slope part of the mountainous area or above the slope part.
The ground around the structure is provided with an effective angle of soil that resists the lifting force acting on the foundation of the structure, and is provided with a resistance region of the bearing capacity of the foundation.
A retaining wall is provided at a position intersecting the resistance region.
The space between the retaining wall and the foundation is backfilled with earth and sand.
A structure for stabilizing the ground around the structure, characterized in that the restraint piles are arranged within a range of 1 to 5 m at a distance from the upper end of the retaining wall toward the foot of the mountain . The structure according to claim 1, wherein the restraint pile is arranged in a range of 1 m to 5 m with a distance from a position where the bearing capacity of the foundation reaches the ground surface toward the foot of the mountain. Structure for stabilizing the ground around objects. The plurality of restraint piles are arranged in a direction intersecting the inclination direction of the slope portion.
The restraint piles located on both sides of the arrangement direction are the center of the structure, the line on the ground surface representing the resistance region of the bearing force of the foundation of the structure parallel to the arrangement direction, and the structure perpendicular to the arrangement direction. The stability of the ground around the structure according to claim 1 or 2, characterized in that it is located on an extension line connecting the points where the lines on the ground surface representing the resistance region of the bearing capacity of the foundation of the foundation intersect. Chemical countermeasure structure. The plurality of restraint piles are arranged from both sides in the arrangement direction toward the side 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 the ground around the structure according to any one of claims 1 to 3. It is a stabilization measure method that stabilizes the ground around the structure by constructing multiple restraint piles when installing the structure in the slope part of the mountainous area or above the slope part.
The process of excavating the inside of the slope or the upper side of the slope to build the foundation of the structure and backfilling it.
The ground around the structure is provided with a resistance region of the bearing capacity of the foundation, which is an effective angle of the soil that resists the lifting force acting on the foundation of the structure, and is a retaining wall at a position intersecting the resistance region. And the process of providing
The process of backfilling the space between the retaining wall and the foundation with earth and sand,
The process of placing the restraint pile within a range of 1 to 5 m from the upper end of the retaining wall toward the hem side of the mountain , and
A method for stabilizing the ground around a structure, which is characterized by having.

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