JP7458849B2 - Slope reinforcement structure and slope structure - Google Patents

Slope reinforcement structure and slope structure Download PDF

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JP7458849B2
JP7458849B2 JP2020053691A JP2020053691A JP7458849B2 JP 7458849 B2 JP7458849 B2 JP 7458849B2 JP 2020053691 A JP2020053691 A JP 2020053691A JP 2020053691 A JP2020053691 A JP 2020053691A JP 7458849 B2 JP7458849 B2 JP 7458849B2
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slope
cage
pipe
reinforcement structure
ground
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JP2021152316A (en
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幸司 飯塚
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JFE Metal Products and Engineering Inc
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Description

本発明は、斜面補強構造と斜面構造に関し、特に籠体と排水管を組み合わせた斜面補強構造及びその斜面補強構造が適用された斜面構造に関する。 The present invention relates to a slope reinforcement structure and a slope structure, and particularly to a slope reinforcement structure that combines a cage and a drain pipe, and a slope structure to which the slope reinforcement structure is applied.

従来の鉄道、道路、堤防、宅地、擁壁等の斜面構造では、大地震の影響による斜面の崩壊や、集中豪雨などにより地下水が上昇し、これら斜面構造の内部に地下水が浸透して地盤強度の低下を招き、崩壊が生じるおそれがある。斜面補強構造としては、例えば斜面地山に積層された盛土材を、下部の基礎ブロックに積み重ねられた壁面パネルを連結部材で接合されて形成された擁壁により保持する構造が知られている。擁壁は、斜面地山に打設されたグラウンドアンカーにより固定されている。また、擁壁は複数のパネルから構成され、複数のパネルは接合ロッド等により互いに接合されている（例えば特許文献１を参照）。 In conventional slope structures such as railways, roads, levees, housing estates, and retaining walls, there is a risk that slopes will collapse due to the effects of major earthquakes or that groundwater will rise due to torrential rains, causing groundwater to seep into these slope structures and weaken the ground strength, leading to collapse. As a slope reinforcement structure, for example, a structure is known in which embankment materials stacked on a slope ground are held in place by a retaining wall formed by connecting wall panels stacked on foundation blocks at the bottom with connecting members. The retaining wall is fixed in place by ground anchors driven into the slope ground. In addition, the retaining wall is made up of multiple panels, which are connected to each other by connecting rods or the like (see Patent Document 1, for example).

特許第４５９９４２３号公報Patent No. 4599423

特許文献１に開示された斜面補強構造は、グラウンドアンカーを強度の高い斜面地山に打設することにより盛土を支持する擁壁を固定していた。擁壁は、斜面の内部に浸透した地下水を排出しにくく、擁壁内部地盤が軟弱化し易いという課題があった。また、特許文献１に開示された斜面補強構造は、グラウンドアンカーを強度の高い斜面地山に打設する必要があり、設置するにあたり削孔及びアンカー体となる充填材の注入が必要となる。従って、グラウンドアンカーを設置するための装置及び工期が必要となるという課題があった。 The slope reinforcement structure disclosed in Patent Document 1 fixes a retaining wall supporting an embankment by driving ground anchors into high-strength slope ground. The retaining wall has the problem that it is difficult to drain groundwater that has seeped into the inside of the slope, and the ground inside the retaining wall is prone to weakening. Furthermore, the slope reinforcement structure disclosed in Patent Document 1 requires that ground anchors be driven into high-strength slope ground, which requires drilling holes and injecting filler material to form the anchor body. Therefore, there is the problem that equipment and construction time are required to install the ground anchors.

本発明は、上記の課題を解決するものであり、斜面内部の排水を可能にしつつ斜面を補強できる斜面補強構造及びその斜面補強構造が適用された斜面構造を提供することを目的とする。 The present invention solves the above-mentioned problems, and aims to provide a slope reinforcement structure capable of reinforcing the slope while allowing drainage inside the slope, and a slope structure to which the slope reinforcement structure is applied.

本発明に係る斜面補強構造は、地盤に打設される排水パイプと、前記地盤に沿って配置される鋼製の直方体形状の籠体と、前記排水パイプに固定される受圧部材と、を備え、前記排水パイプの一方の端部は、前記地盤から突出し、少なくとも一部が前記籠体の内部に位置し、前記受圧部材は、前記排水パイプの前記一方の端部に固定されて前記籠体の内部に位置し、前記籠体とは直接接触しておらず、前記籠体は、当該籠体を構成する複数の側壁を有し、前記複数の側壁のうち少なくとも１つの側壁は、前記排水パイプを挿通自在に形成されており、前記籠体の内部に充填材が充填される。 The slope reinforcement structure of the present invention comprises a drainage pipe driven into the ground, a steel rectangular cage body arranged along the ground, and a pressure-receiving member fixed to the drainage pipe, one end of the drainage pipe protruding from the ground and at least a portion of it located inside the cage body, the pressure-receiving member being fixed to the one end of the drainage pipe and located inside the cage body and not in direct contact with the cage body, the cage body having a plurality of side walls that constitute the cage body, at least one of the plurality of side walls being formed to allow the drainage pipe to be freely inserted, and a filling material being filled inside the cage body.

本発明に係る斜面構造は、上記の斜面補強構造を備え、前記斜面補強構造は、前記地盤の法尻に配置される。 The slope structure according to the present invention includes the slope reinforcement structure described above, and the slope reinforcement structure is arranged at the foot of the slope of the ground.

本発明によれば、充填材が内部に配置された籠体と斜面構造に挿入された排水管とが籠体の内部に配置された受圧板と受圧板の周囲の充填材により一体となっている。そのため、盛土との摩擦力により抜け方向の変位を抑制され、土圧により上下左右の変位が抑制された排水管により籠体の転倒及び滑動が抑制される。従って、籠体は、斜面構造の法尻を保持し、かつ排水管からの排水及び斜面構造の上面から流れる水を通すことができる。これにより、斜面補強構造は、斜面構造の崩壊の原因となる地下水及び表層を流れる水の排水を阻害せず、斜面構造を強固に保持することができる。 According to the present invention, the cage body in which the filling material is arranged and the drain pipe inserted into the slope structure are integrated by the pressure receiving plate arranged inside the cage body and the filling material around the pressure receiving plate. There is. Therefore, displacement in the withdrawal direction is suppressed by the frictional force with the embankment, and overturning and sliding of the cage body are suppressed by the drain pipe whose displacement in the vertical and horizontal directions is suppressed by the earth pressure. Therefore, the cage can hold the foot of the slope structure and allow drainage from the drain pipe and water flowing from the top surface of the slope structure to pass therethrough. Thereby, the slope reinforcement structure can firmly hold the slope structure without inhibiting drainage of groundwater and water flowing through the surface layer, which may cause collapse of the slope structure.

実施の形態１に係る斜面構造１００及び斜面補強構造５０の模式図である。1 is a schematic diagram of a slope structure 100 and a slope reinforcement structure 50 according to Embodiment 1. FIG. 実施の形態１に係る斜面補強構造５０の籠体１０の内部に充填材６０を充填する前の状態を示す斜視図である。FIG. 3 is a perspective view showing a state before the inside of the cage 10 of the slope reinforcement structure 50 according to the first embodiment is filled with a filler 60. FIG. 実施の形態１に係る斜面補強構造５０の籠体１０に充填材６０が充填された状態における受圧部材３０の周辺の拡大図である。FIG. 3 is an enlarged view of the periphery of the pressure receiving member 30 in a state where the cage body 10 of the slope reinforcement structure 50 according to the first embodiment is filled with a filler 60. FIG. 図３の受圧部材３０の正面図及び上面図である。4 is a front view and a top view of the pressure receiving member 30 of FIG. 3. FIG. 比較例としての斜面構造１１００の断面図である。FIG. 11 is a cross-sectional view of a slope structure 1100 as a comparative example. 実施の形態１に係る斜面構造１００の変形例である斜面構造１００ａの模式図である。FIG. 2 is a schematic diagram of a slope structure 100a which is a modified example of the slope structure 100 according to the first embodiment. 実施の形態１に係る斜面構造１００及び１００ａの側面図である。1 is a side view of slope structures 100 and 100a according to Embodiment 1. FIG. 実施の形態１に係る斜面構造１００の変形例である斜面構造１００ｂの模式図である。FIG. 3 is a schematic diagram of a slope structure 100b that is a modification of the slope structure 100 according to the first embodiment. 実施の形態１に係る受圧部材３０の変形例である受圧部材３０ａの正面図及び上面図である。FIG. 6 is a front view and a top view of a pressure receiving member 30a that is a modification of the pressure receiving member 30 according to the first embodiment. 実施の形態１に係る斜面補強構造５０の籠体１０に充填材６０が充填された状態における受圧部材３０ａの周辺の拡大図である。3 is an enlarged view of the periphery of the pressure receiving member 30a in a state where the cage body 10 of the slope reinforcement structure 50 according to the first embodiment is filled with a filler 60. FIG.

以下に、本発明に係る斜面構造１００及び斜面補強構造５０の実施の形態について説明する。なお、図面の形態は一例であり、本発明を限定するものではない。また、各図において同一の符号を付したものは、同一の又はこれに相当するものであり、これは明細書の全文において共通している。さらに、以下の図面では各構成部材の大きさの関係が実際のものとは異なる場合がある。 Embodiments of a slope structure 100 and a slope reinforcement structure 50 according to the present invention will be described below. Note that the form of the drawings is an example and does not limit the present invention. In addition, the same reference numerals in each figure are the same or equivalent, and this is common throughout the entire specification. Furthermore, in the following drawings, the size relationship of each component may differ from the actual one.

実施の形態１．
図１は、実施の形態１に係る斜面構造１００及び斜面補強構造５０の模式図である。図１は、斜面構造１００の断面構造を示している。図１のｘ方向は地山表面９１に沿った方向、ｙ方向は高さ方向、ｚ方向はｘｙ平面の垂直方向である。実施の形態１に係る斜面構造１００は、例えば、土、砂利及び石等、又はこれらの混合物により形成された盛土材を積み上げて形成した盛土地盤８０と斜面補強構造５０とを組み合わせた構造である。この斜面構造１００を、盛土構造と称する場合がある。斜面構造１００は、図１に示された断面構造がｚ方向に連続的に形成されているものである。 Embodiment 1.
FIG. 1 is a schematic diagram of a slope structure 100 and a slope reinforcement structure 50 according to the first embodiment. FIG. 1 shows a cross-sectional structure of the slope structure 100. In FIG. 1, the x direction is a direction along the ground surface 91, the y direction is a height direction, and the z direction is a direction perpendicular to the xy plane. The slope structure 100 according to the first embodiment is a structure in which a banking ground 80 formed by piling up banking materials formed of, for example, soil, gravel, stones, etc., or a mixture thereof, is combined with a slope reinforcement structure 50. This slope structure 100 may be referred to as a banking structure. The slope structure 100 is a structure in which the cross-sectional structure shown in FIG. 1 is continuously formed in the z direction.

ただし、斜面構造１００は、盛土構造だけに限定されるものではない。例えば、地山表面９１を削って法面が形成された切土斜面等であっても良い。斜面補強構造５０は、切土斜面にも適用することができる。 However, the slope structure 100 is not limited to only an embankment structure. For example, it may be a cut slope formed by scraping the surface 91 of the ground. The slope reinforcement structure 50 can also be applied to cut slopes.

盛土地盤８０は、地山９０の表面である地山表面９１の上に盛土材を積み上げて形成されている。盛土地盤８０の上面８１は、例えば鉄道の軌道又は道路が敷設できるように京成されている。図１に示す断面構造において、上面８１の端から法面８２及び８３が形成されている。法面８２及び８３は、崩壊しないように安定した勾配に設定されている。安定勾配は、盛土材の種類により適宜設定される。 The embankment platform 80 is formed by piling up embankment materials on a ground surface 91 that is the surface of a ground 90. The upper surface 81 of the embankment base 80 is formed into a slope so that, for example, a railway track or a road can be laid thereon. In the cross-sectional structure shown in FIG. 1, slopes 82 and 83 are formed from the ends of the upper surface 81. The slopes 82 and 83 are set at stable slopes so as not to collapse. The stable slope is set appropriately depending on the type of embankment material.

実施の形態１に係る斜面構造１００の法面８２の下部である法尻８４には、斜面補強構造５０が設置されている。斜面補強構造５０は、籠体１０と排水パイプ２０とから構成される。籠体１０は、法面８２の一部を削り、法面８２の勾配に沿うように階段状に３段に積み重ねられている。ただし、籠体１０の積み重ね段数は、図１に示すものに限定されず、更に多くの段数で形成されていても良い。また、籠体１０がｘ方向に並べられる数量も図１のように１列だけに限定されず、２列以上並べられていても良い。 A slope reinforcement structure 50 is installed at the toe 84, which is the lower part of the slope 82 of the slope structure 100 in embodiment 1. The slope reinforcement structure 50 is composed of a cage body 10 and a drainage pipe 20. The cage bodies 10 are stacked in three tiers in a stepped manner by cutting away part of the slope 82 so as to follow the gradient of the slope 82. However, the number of tiers of the stacked cage bodies 10 is not limited to that shown in FIG. 1, and may be formed with even more tiers. Furthermore, the number of cage bodies 10 arranged in the x direction is not limited to only one row as in FIG. 1, and may be arranged in two or more rows.

籠体１０は、底面及び天面が矩形になっている直方体形状に形成されている。籠体１０は、平面視において矩形となるように形成されている。籠体１０の内部には充填材６０（図３参照）が充填される。なお、籠体１０は、平面視又は正面視において台形等となるように形成することもできる。この場合、籠体１０自体の変形が抑えられる。また、複数の籠体１０を盛土地盤８０に沿って並べたときに、複数の籠体１０が曲線状に並べられる場合は、各籠体１０同士の隙間を低減させることができるという利点がある。 The cage body 10 is formed into a rectangular parallelepiped shape with a rectangular bottom and top surface. The cage body 10 is formed to have a rectangular shape in plan view. The inside of the cage 10 is filled with a filler 60 (see FIG. 3). Note that the cage body 10 can also be formed to have a trapezoidal shape or the like in plan view or front view. In this case, deformation of the cage body 10 itself is suppressed. Furthermore, when the plurality of cage bodies 10 are arranged along the embankment ground 80, when the plurality of cage bodies 10 are arranged in a curved line, there is an advantage that the gap between each cage body 10 can be reduced. .

実施の形態１に係る斜面構造１００は、法面８２の下部に排水パイプ２０が埋め込まれている。排水パイプ２０は、一方の端部２１が盛土地盤８０の内部に位置し、他方の端部２２が籠体１０の内部に位置している。図１において、排水パイプ２０の他方の端部２２は、籠体１０を貫通するように配置されている。ただし、他方の端部２２は、籠体１０を貫通せずに内部に位置する様に配置されていても良い。つまり、排水パイプ２０の他方の端部２２の少なくとも一部は、籠体１０の内部に位置している。なお、排水パイプ２０が籠体１０を貫通している場合、排水パイプ２０の内部の点検が容易に行えるという利点がある。排水パイプ２０の他方の端部２２には、受圧部材３０が設置されている。受圧部材３０は、排水パイプ２０が中央に貫通し、排水パイプ２０の軸方向に移動しないように固定されている。 In the slope structure 100 according to the first embodiment, the drainage pipe 20 is embedded in the lower part of the slope 82. The drain pipe 20 has one end 21 located inside the embankment platform 80 and the other end 22 located inside the cage 10. In FIG. 1, the other end 22 of the drain pipe 20 is arranged to penetrate the cage 10. However, the other end 22 may be located inside the cage 10 without penetrating it. That is, at least a portion of the other end 22 of the drain pipe 20 is located inside the cage 10. In addition, when the drain pipe 20 penetrates the cage body 10, there is an advantage that the inside of the drain pipe 20 can be inspected easily. A pressure receiving member 30 is installed at the other end 22 of the drain pipe 20 . The pressure receiving member 30 has the drain pipe 20 penetrated through the center thereof, and is fixed so as not to move in the axial direction of the drain pipe 20.

籠体１０は、複数の側壁１１を備える。複数の側壁１１のうち少なくとも１カ所は、排水パイプ２０を挿通自在に形成されている。例えば、側壁１１は、格子状に形成されており、排水パイプ２０をその格子の間から内部に挿通させても良い。または、側壁１１の一部に孔を設けて排水パイプ２０を挿通させても良い。排水パイプ２０が籠体１０を貫通するように構成される場合は、側壁１１の対向する側壁１２も排水パイプ２０を挿通できる構造にする必要がある。 The cage body 10 includes a plurality of side walls 11. At least one of the plurality of side walls 11 is formed so that a drain pipe 20 can be inserted therethrough. For example, the side wall 11 may be formed in a lattice shape, and the drain pipe 20 may be inserted through the lattice. Alternatively, a hole may be provided in a part of the side wall 11 and the drain pipe 20 may be inserted therethrough. When the drain pipe 20 is configured to penetrate the cage body 10, the side wall 12 opposite to the side wall 11 must also have a structure that allows the drain pipe 20 to be inserted therethrough.

図２は、実施の形態１に係る斜面補強構造５０の籠体１０の内部に充填材６０を充填する前の状態を示す斜視図である。実施の形態１の斜面補強構造５０においては、籠体１０の側壁１１及び１２は、格子状に形成されている。排水パイプ２０は、側壁１１及び１２の格子の目を通して籠体１０の内部に挿入されている。排水パイプ２０に固定されている受圧部材３０は、排水パイプ２０の先端２７が籠体１０の内部に挿入される際に、予め籠体１０の内部に配置されている。そして、籠体１０の内部に挿入された排水パイプ２０の先端２７は、受圧部材３０の中央部に形成された筒部３１に通される。受圧部材３０と排水パイプ２０とは、ボルト、溶接又はその他の固定手段により、排水パイプ２０の軸方向に相対移動しないように固定される。 FIG. 2 is a perspective view showing a state before the filling material 60 is filled into the inside of the cage 10 of the slope reinforcement structure 50 according to the first embodiment. In the slope reinforcement structure 50 of the first embodiment, the side walls 11 and 12 of the cage body 10 are formed in a lattice shape. The drain pipe 20 is inserted into the cage body 10 through the grids of the side walls 11 and 12. The pressure receiving member 30 fixed to the drain pipe 20 is previously placed inside the cage 10 when the distal end 27 of the drain pipe 20 is inserted into the cage 10. The distal end 27 of the drain pipe 20 inserted into the cage 10 is passed through a cylindrical portion 31 formed in the center of the pressure receiving member 30. The pressure receiving member 30 and the drain pipe 20 are fixed by bolts, welding, or other fixing means so that they do not move relative to each other in the axial direction of the drain pipe 20.

図３は、実施の形態１に係る斜面補強構造５０の籠体１０に充填材６０が充填された状態における受圧部材３０の周辺の拡大図である。図３においては、籠体１０を上方から見た状態を示しており、説明のため受圧部材３０の上方にある充填材６０は、表示が省略されている。籠体１０の内部には、栗石などの充填材６０が充填される。排水パイプ２０の端部２２及び受圧部材３０の周囲は、充填材６０に囲まれる。充填材６０が籠体１０の内部に充満されるため、受圧部材３０の籠体１０の内部における移動量が抑制される。また、受圧部材３０が排水パイプ２０の端部２２に対し移動しないように固定されているため、排水パイプ２０は、籠体１０に対する移動が抑制される。つまり、排水パイプ２０の他方の端部２２は、充填材６０と受圧部材３０との係合及び摩擦力、並びに排水パイプ２０の外周面と充填材６０との摩擦力により籠体１０と一体に接続される。 FIG. 3 is an enlarged view of the vicinity of the pressure receiving member 30 in a state where the cage 10 of the slope reinforcement structure 50 according to the first embodiment is filled with the filler 60. In FIG. 3, the cage body 10 is shown viewed from above, and for the sake of explanation, the filler material 60 located above the pressure receiving member 30 is not shown. The inside of the cage body 10 is filled with a filler 60 such as chestnut stone. The end 22 of the drain pipe 20 and the pressure receiving member 30 are surrounded by a filler 60 . Since the inside of the cage 10 is filled with the filler 60, the amount of movement of the pressure receiving member 30 inside the cage 10 is suppressed. Moreover, since the pressure receiving member 30 is fixed so as not to move relative to the end portion 22 of the drain pipe 20, the movement of the drain pipe 20 relative to the cage body 10 is suppressed. That is, the other end 22 of the drain pipe 20 is integrated with the cage body 10 due to the engagement and frictional force between the filler 60 and the pressure receiving member 30 and the frictional force between the outer peripheral surface of the drain pipe 20 and the filler 60. Connected.

図１に示されている様に、排水パイプ２０は、盛土地盤８０に打設されており、盛土材とパイプ本体２４とが密着する。これにより、排水パイプ２０と盛土地盤８０との間に周面摩擦力が働き、排水パイプ２０は盛土地盤８０に固定される。また、排水パイプ２０が盛土地盤８０に打ち込まれることにより、盛土地盤８０は、締め固められ、補強される。 As shown in FIG. 1, the drainage pipe 20 is cast into the embankment base 80, and the embankment material and the pipe body 24 are in close contact with each other. As a result, a circumferential frictional force acts between the drain pipe 20 and the embankment base 80, and the drain pipe 20 is fixed to the embankment base 80. Further, by driving the drain pipe 20 into the embankment base 80, the embankment base 80 is compacted and reinforced.

排水パイプ２０は、一方の端部２１と他方の端部２２とが同じ高さ、又は盛土地盤８０の内部にある一方の端部２１が他方の端部２２よりも高くなるように設定される。例えば、排水パイプ２０は、０°～５°程度の水勾配をつけて施工される。排水パイプ２０は、パイプ本体２４に多数の透水孔２８が空いており、盛土地盤８０の内部に含まれる水が孔からパイプ本体２４の内部に流れ込む。水は、パイプ本体２４を通じて他方の端部２２から盛土地盤８０の外部に排出される。 The drainage pipe 20 is set so that one end 21 and the other end 22 are at the same height, or one end 21 inside the embankment base 80 is higher than the other end 22. . For example, the drainage pipe 20 is constructed with a water slope of about 0° to 5°. The drain pipe 20 has a large number of water permeable holes 28 in the pipe body 24, and water contained in the embankment ground 80 flows into the pipe body 24 from the holes. Water is discharged to the outside of the embankment base 80 from the other end 22 through the pipe body 24 .

排水パイプ２０は、筒状体に複数の孔が設けられたパイプ本体２４と、パイプ本体２４の開放端を閉塞する先端部材２３と、を備える。先端部材２３は、円錐形状又は扁平形状であり、パイプ本体２４を盛土地盤８０に打設し易い形状となっている。また、先端部材２３のパイプ本体２４との連接部の外形寸法は、パイプ本体２４の外径寸法よりも大きくなっている。 The drainage pipe 20 includes a pipe body 24 having a cylindrical body with a plurality of holes, and a tip member 23 that closes the open end of the pipe body 24. The tip member 23 has a conical shape or a flat shape, and has a shape that allows the pipe body 24 to be easily driven into the embankment ground 80. Further, the outer dimension of the connecting portion of the tip member 23 with the pipe body 24 is larger than the outer diameter dimension of the pipe body 24.

図１において、最も下に位置する籠体１０ａは、下部の一部が地山９０に埋め込まれるように配置されている。なお、籠体１０ａは、地山９０に杭などにより固定されていても良い。籠体１０ａの上に配置された籠体１０ｂ及び１０ｃは、内部に排水パイプ２０の端部２２が配置されており、排水パイプ２０と一体に接続されている。また、最も下に位置する籠体１０ａにも排水パイプ２０及び受圧部材３０を設置しても良い。 In FIG. 1, the lowest cage body 10a is arranged so that a portion of its lower part is embedded in the natural ground 90. The cage body 10a may be fixed to the natural ground 90 by a stake or the like. The cage bodies 10b and 10c arranged above the cage body 10a have the end 22 of the drainage pipe 20 arranged inside and are integrally connected to the drainage pipe 20. The drainage pipe 20 and the pressure-receiving member 30 may also be installed in the lowest cage body 10a.

図４は、図３の受圧部材３０の正面図及び上面図である。受圧部材３０は、排水パイプ２０が貫通する筒部３１と、籠体１０の内部に充填された充填材６０と係合する受圧板３２と、を備える。筒部３１は、内径寸法が排水パイプ２０の外径寸法よりも大きい円筒形状である。ただし、筒部３１の形状は、円筒形状だけに限定されず、断面が矩形、楕円形等の筒形状であっても良い。筒部３１と受圧板３２とは、溶接等により接合され、一体となっている。 4 is a front view and a top view of the pressure receiving member 30 of FIG. 3. The pressure receiving member 30 includes a cylindrical portion 31 through which the drain pipe 20 passes, and a pressure receiving plate 32 that engages with a filler 60 filled inside the cage body 10. The cylindrical portion 31 has a cylindrical shape with an inner diameter larger than an outer diameter of the drain pipe 20. However, the shape of the cylindrical portion 31 is not limited to a cylindrical shape, and may have a cylindrical shape such as a rectangular or elliptical cross section. The cylindrical portion 31 and the pressure receiving plate 32 are joined by welding or the like and are integral.

受圧板３２は、正面から見て正方形になっている。筒部３１は、受圧板３２の中央に接合されている。なお、受圧板３２は、正方形だけに限定されず、円形、長方形、菱形など受圧部材３０の籠体１０内部における位置や充填材６０に応じて適宜形状を変更しても良い。 The pressure receiving plate 32 has a square shape when viewed from the front. The cylindrical portion 31 is joined to the center of the pressure receiving plate 32. Note that the pressure receiving plate 32 is not limited to a square shape, and may have a shape such as a circle, a rectangle, or a diamond shape as appropriate depending on the position of the pressure receiving member 30 inside the cage 10 and the filler 60.

筒部３１の外周面には、スリット３３が形成されている。スリット３３は、上面側だけでなく底面側にも設けられている。スリット３３は、板状の固定片３４が挿し込まれる。排水パイプ２０には、多数の透水孔２８が設けられており、透水孔２８は、板状の固定片３４が挿し込みできる形状になっている。固定片３４は、スリット３３と透水孔２８とに挿入されて受圧部材３０の筒部３１及び排水パイプ２０を筒体の半径方向に貫通する。固定片３４は、筒部３１から突出した部分にボルト及びナットなどの固定部材３５が固定される。これにより、固定片３４は、スリット３３及び透水孔２８から抜け落ちることなく固定され、受圧部材３０と排水パイプ２０との軸方向の相対移動を抑制する。つまり、受圧部材３０と排水パイプ２０は、固定片３４により一体となっている。なお、スリット３３及び固定片３４は、排水パイプ２０の透水孔２８の形状に合わせて形成されている。そのため、透水孔２８の形状がスリット形状でなく、例えば円形の孔である場合には、円形の孔に合うボルトを固定片３４としても良い。また、実施の形態１においては、排水パイプ２０は、透水孔２８を利用して受圧部材３０を固定しているが、受圧部材３０を固定するための専用の穴が形成されていても良い。 A slit 33 is formed in the outer circumferential surface of the cylindrical portion 31 . The slit 33 is provided not only on the top side but also on the bottom side. A plate-shaped fixing piece 34 is inserted into the slit 33. The drain pipe 20 is provided with a large number of water permeable holes 28, and each of the water permeable holes 28 has a shape into which a plate-shaped fixing piece 34 can be inserted. The fixing piece 34 is inserted into the slit 33 and the water permeable hole 28 and passes through the cylindrical portion 31 of the pressure receiving member 30 and the drain pipe 20 in the radial direction of the cylindrical body. A fixing member 35 such as a bolt and a nut is fixed to a portion of the fixing piece 34 that protrudes from the cylindrical portion 31 . Thereby, the fixing piece 34 is fixed without falling out from the slit 33 and the water permeable hole 28, and the relative movement of the pressure receiving member 30 and the drain pipe 20 in the axial direction is suppressed. That is, the pressure receiving member 30 and the drain pipe 20 are integrated by the fixing piece 34. Note that the slit 33 and the fixing piece 34 are formed to match the shape of the water permeation hole 28 of the drain pipe 20. Therefore, if the shape of the water permeation hole 28 is not a slit shape but, for example, a circular hole, a bolt that fits the circular hole may be used as the fixing piece 34. Further, in the first embodiment, the drain pipe 20 fixes the pressure receiving member 30 using the water permeable hole 28, but a dedicated hole for fixing the pressure receiving member 30 may be formed.

図５は、比較例としての斜面構造１１００の断面図である。斜面構造１１００は、降雨時には地山表面９１付近の盛土地盤８０の飽和度が上昇する。つまり、盛土地盤８０の内部の間隙に水が浸入する。これにより盛土地盤８０のせん断強度が低下する。また、降雨時には地山９０及び盛土地盤８０の地下水位も上昇する。図５に示す破線Ｗは、地下水位を模式的に表している。盛土地盤８０の法尻８４においては、上面８１から法面８２及び８３を流れ落ちる流水ｐと地下水位の上昇により、飽和度が上がりせん断強度が低下する。 FIG. 5 is a cross-sectional view of a slope structure 1100 as a comparative example. In the slope structure 1100, the degree of saturation of the embankment ground 80 near the ground surface 91 increases during rainfall. That is, water infiltrates into the gaps inside the embankment ground 80. This reduces the shear strength of the embankment ground 80. Furthermore, the groundwater level in the ground 90 and embankment bed 80 also rises during rainfall. A broken line W shown in FIG. 5 schematically represents the groundwater level. At the foot of the slope 84 of the embankment ground 80, the degree of saturation increases and the shear strength decreases due to the water p flowing down from the upper surface 81 to the slopes 82 and 83 and the rise in the groundwater level.

また、図５に示す実線Ｌは、盛土地盤８０のすべり面を示している。一般的に、盛土地盤８０のすべりに対する抵抗力成分の大部分は、すべり面の角度が水平に近くなる法尻８４で発揮される。図５においては、降雨等により盛土地盤８０のせん断強度が低下しており、盛土地盤８０の強度上重要な法尻８４において、最もせん断強度が低下し易い状況になっている。そのため、比較例における斜面構造１１００においては、斜面構造１１００の崩壊のリスクが高まっている。 Moreover, the solid line L shown in FIG. 5 indicates the sliding surface of the embankment ground 80. Generally, most of the resistance force component against sliding of the embankment ground 80 is exerted at the foot of the slope 84 where the angle of the sliding surface is close to horizontal. In FIG. 5, the shear strength of the embankment base 80 has decreased due to rain, etc., and the shear strength is most likely to decrease at the foot of the slope 84, which is important for the strength of the embankment base 80. Therefore, in the slope structure 1100 in the comparative example, the risk of collapse of the slope structure 1100 is increased.

一方、図１に示す実施の形態１に係る斜面構造１００においては、法尻８４に排水パイプ２０が設置されているため、降雨等により地下水位が上昇しても、盛土地盤８０の内部の水は、外部に排出されるため、地下水位が低下する。 On the other hand, in the slope structure 100 according to the first embodiment shown in FIG. is discharged to the outside, which lowers the groundwater level.

図６は、実施の形態１に係る斜面構造１００の変形例である斜面構造１００ａの模式図である。斜面構造１００ａにおいては、斜面補強構造５０を法面８２及び８３の両方の下部に設けたものである。図６に示すように、斜面補強構造５０により、法面８２及び８３の両方の法尻８４に排水パイプ２０が打設されているため、法尻８４は、破線Ｗで示される地下水位が低下する。よって、法尻８４における盛土地盤８０のせん断強度の低下が抑えられる。これは、図１の斜面構造１００の法面８２の法尻８４でも同じである。 FIG. 6 is a schematic diagram of a slope structure 100a that is a modification of the slope structure 100 according to the first embodiment. In the slope structure 100a, slope reinforcement structures 50 are provided at the lower portions of both slopes 82 and 83. As shown in FIG. 6, with the slope reinforcement structure 50, drainage pipes 20 are installed at the slope ends 84 of both slopes 82 and 83, so that the underground water level at the slope ends 84, indicated by the broken line W, has decreased. do. Therefore, a decrease in shear strength of the embankment platform 80 at the foot of the slope 84 is suppressed. This also applies to the slope end 84 of the slope surface 82 of the slope structure 100 in FIG.

また、法尻８４には籠体１０が配置されている。また、籠体１０と排水パイプ２０とは、籠体１０の内部の充填材６０と受圧部材３０との係合及び摩擦力、並びに充填材６０と排水パイプ２０の外周面との間の周面摩擦力及び受働抵抗力により一体になっている。また、排水パイプ２０と盛土地盤８０とは、排水パイプ２０の外周面と盛土地盤８０の盛土材との間の周面摩擦力により一体となっている。従って、仮に盛土地盤８０の強度が低下し、盛土地盤８０からすべり方向に籠体１０に荷重が掛かっても、籠体１０は、転倒及び滑動が生じにくい。従って、盛土地盤８０は、斜面補強構造５０により強度が向上する。これは、片側の法面８２にのみ斜面補強構造５０を設置した斜面構造１００においても同様に、斜面補強構造５０は、法面８２側の法尻８４を補強し斜面構造１００の強度を向上させることができる。 Further, a cage body 10 is arranged at the bottom end 84. In addition, the cage 10 and the drain pipe 20 are related to the engagement and frictional force between the filler 60 inside the cage 10 and the pressure receiving member 30, and the circumferential surface between the filler 60 and the outer circumferential surface of the drain pipe 20. It is held together by frictional force and passive resistance force. Moreover, the drainage pipe 20 and the embankment base 80 are integrated by the circumferential friction force between the outer peripheral surface of the drainage pipe 20 and the embankment material of the embankment base 80. Therefore, even if the strength of the embankment base 80 is reduced and a load is applied from the embankment base 80 to the cage body 10 in the sliding direction, the cage body 10 is unlikely to overturn or slide. Therefore, the strength of the embankment ground 80 is improved by the slope reinforcement structure 50. Similarly, in the slope structure 100 in which the slope reinforcement structure 50 is installed only on one side of the slope 82, the slope reinforcement structure 50 reinforces the slope end 84 on the slope 82 side and improves the strength of the slope structure 100. be able to.

また、籠体１０の内部には栗石又は砕石などの透水し易い充填材６０が充填されているため、法尻８４から水を排出し易い。よって、斜面補強構造５０は、降雨時等に法尻８４の水の排出を阻害することがなく、斜面構造１００の強度低下を抑制することができる。 Moreover, since the inside of the cage body 10 is filled with a water-permeable filler 60 such as chestnut stone or crushed stone, water can be easily drained from the bottom 84. Therefore, the slope reinforcing structure 50 does not obstruct the drainage of water from the foot of the slope 84 during rain or the like, and can suppress a decrease in the strength of the slope structure 100.

排水パイプ２０は、パイプ本体２４の両端にねじ等の継手部が形成され、複数つなぎ合わせることができる。これにより、排水パイプ２０は、盛土地盤８０の内部深くまで打設できる。これにより、排水パイプ２０は盛土地盤８０の補強材としても機能するため、斜面構造１００は強度が向上する。なお、複数のパイプ本体２４は、それぞれをつなぎ合わせながら盛土地盤８０に打設される。そのため、斜面構造１００の後背地が狭い場合であっても設置することができる。 The drain pipe 20 has joint parts such as screws formed at both ends of the pipe main body 24, so that a plurality of drain pipes 20 can be connected together. Thereby, the drainage pipe 20 can be driven deep into the embankment base 80. Thereby, the drainage pipe 20 also functions as a reinforcing material for the embankment foundation 80, so that the strength of the slope structure 100 is improved. Note that the plurality of pipe bodies 24 are placed on the embankment base 80 while being connected to each other. Therefore, even if the hinterland of the slope structure 100 is narrow, it can be installed.

受圧部材３０は、籠体１０の内部に挿入されたパイプ本体２４を筒部３１に挿通することによりパイプ本体２４に取り付けられる。つまり、盛土地盤８０に打設された排水パイプ２０の盛土地盤８０から突出している側の端部に接続する前のパイプ本体２４に、受圧部材３０を挿通する。そして、パイプ本体２４と受圧部材３０とを固定する。その後、受圧部材３０が固定されたパイプ本体２４を排水パイプ２０の盛土地盤８０から突出している側の端部に接続する。受圧部材３０は、短いパイプ本体２４に固定されてから盛土地盤８０に打設されている排水パイプ２０に接続されるため、組み立てが容易である。 The pressure receiving member 30 is attached to the pipe body 24 by inserting the pipe body 24 inserted into the cage body 10 into the cylindrical portion 31 . That is, the pressure receiving member 30 is inserted into the pipe body 24 before connecting to the end of the drain pipe 20 that is driven in the embankment base 80 and projects from the embankment base 80 . Then, the pipe main body 24 and the pressure receiving member 30 are fixed. Thereafter, the pipe main body 24 to which the pressure receiving member 30 is fixed is connected to the end of the drain pipe 20 on the side protruding from the embankment ground 80. Since the pressure receiving member 30 is fixed to the short pipe main body 24 and then connected to the drain pipe 20 that is cast in the embankment ground 80, it is easy to assemble.

斜面補強構造５０は、盛土地盤８０が新設のものであっても既設のものであっても設置することができる。例えば、斜面補強構造５０は、鉄道の軌道が設置された既設の盛土地盤８０にも容易に設置することができる。既設の盛土地盤８０の法尻８４を削りとった後に、排水パイプ２０を打設し、籠体１０を設置する。そして、籠体１０の内部に充填材６０を充填することにより斜面補強構造５０の一部が完成する。それをｙ方向に複数段設けることにより、斜面構造１００の強度を適宜変更することができる。 The slope reinforcement structure 50 can be installed whether the embankment foundation 80 is a new one or an existing one. For example, the slope reinforcement structure 50 can be easily installed on an existing embankment 80 on which railway tracks are installed. After scraping off the slope end 84 of the existing embankment foundation 80, a drainage pipe 20 is laid and a cage body 10 is installed. Then, by filling the inside of the cage 10 with the filler 60, a part of the slope reinforcing structure 50 is completed. By providing a plurality of stages in the y direction, the strength of the slope structure 100 can be changed as appropriate.

図７は、実施の形態１に係る斜面構造１００及び１００ａの側面図である。斜面補強構造５０は、盛土地盤８０に沿って設けられている。籠体１０は、ｚ方向及びｙ方向に複数並べられていても良い。つまり籠体１０は、重力方向及び横方向に複数並べられてもよい。また、排水パイプ２０は、籠体１０の１つについて１つ設置されていても良いし、間隔をおいて設置されていても良い。また、１つの籠体１０に複数の排水パイプ２０が設置されていても良い。受圧部材３０も、各排水パイプ２０に設置されていても良いし、一部の排水パイプ２０に設置されていても良い。 FIG. 7 is a side view of the slope structures 100 and 100a according to the first embodiment. The slope reinforcement structure 50 is provided along the embankment base 80. A plurality of cage bodies 10 may be arranged in the z direction and the y direction. That is, a plurality of cage bodies 10 may be arranged in the gravity direction and the lateral direction. Moreover, one drainage pipe 20 may be installed for each cage 10, or may be installed at intervals. Further, a plurality of drainage pipes 20 may be installed in one cage body 10. The pressure receiving member 30 may also be installed in each drainage pipe 20 or in some of the drainage pipes 20.

さらに、隣合う籠体１０同士は、シャックル等の連結部材（図示せず）により連結されていても良い。これにより、一部の籠体１０に盛土地盤８０から大きな荷重を受けた場合であっても、周辺の他の籠体１０及び排水パイプ２０により、荷重を受けた一部の籠体１０の転倒及び滑動を抑制することができる。従って、斜面補強構造５０は、盛土地盤８０の強度をさらに向上させることができる。 Furthermore, adjacent cage bodies 10 may be connected to each other by a connecting member (not shown) such as a shackle. As a result, even if some cage bodies 10 are subjected to a large load from the banking land 80, the surrounding other cage bodies 10 and drainage pipes 20 can prevent the load-bearing cage bodies 10 from tipping over or sliding. Therefore, the slope reinforcement structure 50 can further improve the strength of the banking land 80.

図８は、実施の形態１に係る斜面構造１００の変形例である斜面構造１００ｂの模式図である。斜面構造１００ｂは、斜面補強構造５０の上方において法面８２を抑える保持板７０と、保持板７０を盛土地盤８０に固定する棒状補強部材７１と、を備える。棒状補強部材７１は、盛土地盤８０に打設されている。このように、斜面構造１００ｂは、斜面補強構造５０と、その上方で法面８２を補強する保持板７０を設けても良い。保持板７０は、地震に対する強度を高めるものであり、斜面補強構造５０が設けられた後で斜面構造１００ｂを更に補強する構造として適用することができる。盛土地盤８０の安定化を図る斜面補強構造５０と、保持板７０とは、２段階で施工することができるため、工期を柔軟に設定することができるという利点がある。 FIG. 8 is a schematic diagram of a slope structure 100b that is a modification of the slope structure 100 according to the first embodiment. The slope structure 100b includes a retaining plate 70 that suppresses the slope surface 82 above the slope reinforcing structure 50, and a rod-shaped reinforcing member 71 that fixes the retaining plate 70 to the embankment ground 80. The rod-shaped reinforcing member 71 is driven into the embankment base 80. In this manner, the slope structure 100b may include the slope reinforcement structure 50 and the retaining plate 70 that reinforces the slope surface 82 above the slope reinforcement structure 50. The retaining plate 70 increases the strength against earthquakes, and can be applied as a structure that further reinforces the slope structure 100b after the slope reinforcement structure 50 is provided. Since the slope reinforcement structure 50 for stabilizing the embankment foundation 80 and the retaining plate 70 can be constructed in two stages, there is an advantage that the construction period can be set flexibly.

図９は、実施の形態１に係る受圧部材３０の変形例である受圧部材３０ａの正面図及び上面図である。図１０は、実施の形態１に係る斜面補強構造５０の籠体１０に充填材６０が充填された状態における受圧部材３０ａの周辺の拡大図である。図２及び図３に示される受圧部材３０は、変形例である受圧部材３０ａに交換することもできる。受圧部材３０ａは、籠体１０の内部において排水パイプ２０に固定され、周囲に栗石等の充填材６０が配置される。受圧部材３０ａは、受圧板３２ａが断面形状においてコ字形状に形成されている。つまり、受圧部材３０ａは、筒部３１ａの中心軸に対し垂直なウェブ部３７と、ウェブ部３７の端部から筒部３１ａの中心軸に平行な方向に延びるフランジ部３６と、を有する。 Figure 9 is a front view and a top view of the pressure-receiving member 30a, which is a modified version of the pressure-receiving member 30 according to the first embodiment. Figure 10 is an enlarged view of the periphery of the pressure-receiving member 30a when the cage 10 of the slope reinforcement structure 50 according to the first embodiment is filled with the filling material 60. The pressure-receiving member 30 shown in Figures 2 and 3 can also be replaced with the pressure-receiving member 30a, which is a modified version. The pressure-receiving member 30a is fixed to the drainage pipe 20 inside the cage 10, and a filling material 60 such as pebbles is placed around it. The pressure-receiving member 30a has a pressure-receiving plate 32a formed in a U-shape in cross section. In other words, the pressure-receiving member 30a has a web portion 37 perpendicular to the central axis of the tube portion 31a and a flange portion 36 extending from the end of the web portion 37 in a direction parallel to the central axis of the tube portion 31a.

図１０において、籠体１０に対し受圧部材３０ａ及び排水パイプ２０がｘ方向に移動する場合、フランジ部３６の間に挟まれて位置する充填材６０とその周囲の充填材６０とが噛み合い、受圧部材３０ａの移動が抑制される。一方、図３に示されている平板状の受圧板３２を備える受圧部材３０の場合、籠体１０に対し受圧部材３０及び排水パイプ２０がｘ方向に移動すると、受圧板３２に接している充填材６０は、排水パイプ２０を中心として外側に変位できる。そのため、受圧板３２の周囲の充填材６０が受圧板３２ａの場合と比較して移動し易い。つまり、変形例に係る受圧部材３０ａは、同じ充填材６０を使用した場合に、受圧部材３０と比較して籠体１０と排水パイプ２０との相対移動を抑えることができる。 In FIG. 10, when the pressure receiving member 30a and the drain pipe 20 move in the x direction with respect to the cage body 10, the filler 60 sandwiched between the flange portions 36 and the surrounding filler 60 engage with each other, and the pressure is received. Movement of the member 30a is suppressed. On the other hand, in the case of the pressure receiving member 30 including the flat pressure receiving plate 32 shown in FIG. The material 60 can be displaced outwardly around the drain pipe 20. Therefore, the filling material 60 around the pressure receiving plate 32 is easier to move compared to the case of the pressure receiving plate 32a. That is, the pressure receiving member 30a according to the modification can suppress relative movement between the cage body 10 and the drain pipe 20 compared to the pressure receiving member 30 when the same filler 60 is used.

なお、籠体１０に対し受圧部材３０及び３０ａがｘ方向に移動する場合とは、籠体１０が盛土地盤８０から離れる方向に移動する場合である。即ち、変形例に係る受圧部材３０ａを備える斜面補強構造５０によれば、籠体１０は、盛土地盤８０から離れる方向への移動がより抑制されるため、例えば法面８２が滑る方向に盛土材が移動しようとするのを抑える能力が向上する。つまり、受圧部材３０ａを用いた斜面補強構造５０によれば、さらに斜面を補強する能力が向上する。 Note that the case where the pressure receiving members 30 and 30a move in the x direction with respect to the cage body 10 is the case where the cage body 10 moves in a direction away from the embankment ground 80. That is, according to the slope reinforcement structure 50 including the pressure receiving member 30a according to the modified example, the cage body 10 is further suppressed from moving in the direction away from the embankment ground 80, so that, for example, the embankment material is moved in the direction in which the slope surface 82 slides. Improves the ability to restrain people from moving. In other words, according to the slope reinforcement structure 50 using the pressure receiving member 30a, the ability to reinforce the slope is further improved.

実施の形態１に係る斜面補強構造５０において、籠体１０は、排水パイプ２０及び受圧部材３０とは直接接触していない。つまり、図２に示される様に、排水パイプ２０は籠体１０の格子を通して設置され、受圧部材３０も籠体１０の内部に位置している。仮に排水パイプ２０又は受圧部材３０が接触又は接合していた場合、籠体１０から排水パイプ２０又は受圧部材３０に荷重が伝達する。このとき、斜面補強構造５０に対し盛土地盤８０から離れる方向に荷重が作用すると、排水パイプ２０、受圧部材３０及び籠体１０が一体となって変位し、籠体１０は法面８２から離れ、排水パイプ２０は盛土地盤８０から抜ける。 In the slope reinforcement structure 50 according to the first embodiment, the cage 10 is not in direct contact with the drain pipe 20 and the pressure receiving member 30. That is, as shown in FIG. 2, the drain pipe 20 is installed through the lattice of the cage 10, and the pressure receiving member 30 is also located inside the cage 10. If the drain pipe 20 or the pressure receiving member 30 were in contact or joined, the load would be transmitted from the cage body 10 to the drain pipe 20 or the pressure receiving member 30. At this time, when a load acts on the slope reinforcement structure 50 in a direction away from the embankment ground 80, the drainage pipe 20, pressure receiving member 30, and cage body 10 are displaced together, and the cage body 10 moves away from the slope surface 82. The drainage pipe 20 exits from the embankment base 80.

しかし、実施の形態１においては、籠体１０と排水パイプ２０及び受圧部材３０との間には充填材６０が介在している。従って、例えば、籠体１０に対し法面８２から離れる方向に荷重が掛かった場合、籠体１０と充填材６０とがともに変位する。このとき、盛土地盤８０に打設された排水パイプ２０とそれに固定された受圧部材３０は変位しないが、変位しようとする充填材６０から受圧部材３０及び排水パイプ２０に荷重がかかる。充填材６０は、例えば栗石及び砕石などであるため、籠体１０の内部である程度変位する。つまり、籠体１０と排水パイプ２０及び受圧部材３０とは、充填材６０によりある程度相対変位が可能になっているため、斜面補強構造５０は、受けた荷重による変位を籠体１０と排水パイプ２０及び受圧部材３０とに分担させることができる。 However, in the first embodiment, a filler 60 is interposed between the cage 10, the drain pipe 20, and the pressure receiving member 30. Therefore, for example, when a load is applied to the cage 10 in a direction away from the slope 82, both the cage 10 and the filler 60 are displaced. At this time, the drain pipe 20 cast in the embankment ground 80 and the pressure receiving member 30 fixed thereto are not displaced, but a load is applied to the pressure receiving member 30 and the drain pipe 20 from the filler 60 that is about to be displaced. Since the filler 60 is, for example, chestnut stone or crushed stone, it is displaced to some extent inside the cage 10. In other words, since the cage body 10, the drain pipe 20, and the pressure receiving member 30 can be relatively displaced to some extent by the filler 60, the slope reinforcement structure 50 allows the cage body 10, the drain pipe 20, and the pressure receiving member 30 to be displaced due to the received load. and the pressure receiving member 30.

また、籠体１０と排水パイプ２０及び受圧部材３０との荷重伝達は、籠体１０の内部の充填材６０を介して行われるため、籠体１０の構造に局部的に荷重が伝達するのが抑制される。従って、例えば、図２に示される様に籠体１０が細い鋼材を格子状に組み合わせて形成されたものであっても、籠体１０は、破損や変形が抑制される。 Furthermore, since the load is transmitted between the cage 10, the drain pipe 20, and the pressure receiving member 30 via the filler 60 inside the cage 10, the load is not locally transmitted to the structure of the cage 10. suppressed. Therefore, for example, even if the cage body 10 is formed by combining thin steel materials in a lattice shape as shown in FIG. 2, the cage body 10 is prevented from being damaged or deformed.

１０ 籠体、１０ａ 籠体、１０ｂ 籠体、１０ｃ 籠体、１１ 側壁、１２ 側壁、２０ 排水パイプ、２１ （一方の）端部、２２ （他方の）端部、２３ 先端部材、２４ パイプ本体、２７ 先端、２８ 透水孔、３０ 受圧部材、３０ａ 受圧部材、３１ 筒部、３１ａ 筒部、３２ 受圧板、３２ａ 受圧板、３３ スリット、３４ 固定片、３５ 固定部材、３６ フランジ部、３７ ウェブ部、５０ 斜面補強構造、６０ 充填材、７０ 板、７１ 棒状補強部材、８０ 盛土地盤、８１ 上面、８２ 法面、８４ 法尻、９０ 地山、９１ 地山表面、１００ 斜面構造、１００ａ 斜面構造、１００ｂ 斜面構造、１１００ 斜面構造、Ｌ 実線、Ｗ 破線、ｐ 流水。 Reference Signs List 10 cage body, 10a cage body, 10b cage body, 10c cage body, 11 side wall, 12 side wall, 20 drainage pipe, 21 (one) end, 22 (other) end, 23 tip member, 24 pipe main body, 27 Tip, 28 Water permeation hole, 30 Pressure receiving member, 30a Pressure receiving member, 31 Cylindrical portion, 31a Cylindrical portion, 32 Pressure receiving plate, 32a Pressure receiving plate, 33 Slit, 34 Fixed piece, 35 Fixed member, 36 Flange portion, 37 Web portion, 50 slope reinforcement structure, 60 filler, 70 plate, 71 rod-shaped reinforcement member, 80 embankment base, 81 top surface, 82 slope, 84 slope, 90 ground, 91 ground surface, 100 slope structure, 100a slope structure, 100b Slope structure, 1100 Slope structure, L solid line, W broken line, p flowing water.

Claims (11)

地盤に打設される排水パイプと、
前記地盤に沿って配置される鋼製の直方体形状の籠体と、
前記排水パイプに固定される受圧部材と、を備え、
前記排水パイプの一方の端部は、
前記地盤から突出し、少なくとも一部が前記籠体の内部に位置し、
前記受圧部材は、
前記排水パイプの前記一方の端部に固定されて前記籠体の内部に位置し、前記籠体とは直接接触しておらず、
前記籠体は、
当該籠体を構成する複数の側壁を有し、
前記複数の側壁のうち少なくとも１つの側壁は、
前記排水パイプを挿通自在に形成されており、
前記籠体の内部に充填材が充填される、斜面補強構造。 A drainage pipe that is driven into the ground,
a steel rectangular parallelepiped cage arranged along the ground;
a pressure receiving member fixed to the drain pipe,
One end of the drainage pipe is
protrudes from the ground and is at least partially located inside the cage;
The pressure receiving member is
fixed to the one end of the drain pipe and located inside the cage, not in direct contact with the cage,
The cage body is
having a plurality of side walls constituting the cage,
At least one sidewall among the plurality of sidewalls is
The drain pipe is formed so as to be freely inserted thereinto,
A slope reinforcement structure in which the inside of the cage is filled with a filler material. 前記排水パイプの他方の端部は、
重力方向において前記一方の端部以上の高さに位置する、請求項１に記載の斜面補強構造。 The other end of the drainage pipe is
The slope reinforcement structure according to claim 1, wherein the slope reinforcement structure is located at a height higher than the one end in the direction of gravity. 前記排水パイプは、
筒状体に複数の孔が設けられたパイプ本体と、
前記パイプ本体の開放端を閉塞し前記他方の端部を形成する先端部材と、を備え、
前記先端部材は、
前記パイプ本体との連接部の外径寸法が前記パイプ本体の外径寸法よりも大きい、請求項２に記載の斜面補強構造。 The drainage pipe is
a pipe body having a cylindrical body with a plurality of holes;
a tip member that closes the open end of the pipe body and forms the other end;
The tip member is
The slope reinforcement structure according to claim 2 , wherein the outer diameter of the connecting portion with the pipe main body is larger than the outer diameter of the pipe main body. 前記先端部材は、
円錐形状又は扁平形状である、請求項３に記載の斜面補強構造。 The tip member is
The slope reinforcement structure according to claim 3, which is cone-shaped or flattened. 前記パイプ本体は、
複数のパイプ本体を含み、両端に継手部を備え、
前記複数のパイプ本体は、
それぞれ前記継手部を接続して一体にされている、請求項３又は４に記載の斜面補強構造。 The pipe body is
Contains multiple pipe bodies, with joints at both ends,
The plurality of pipe bodies are
The slope reinforcement structure according to claim 3 or 4, wherein the joint parts are connected and integrated. 前記籠体は、
複数の籠体を含み、
前記複数の籠体は、
重力方向及び横方向に並べられ、互いに連結部材により連結される、請求項１～５の何れか１項に記載の斜面補強構造。 The cage body is
Contains multiple cages,
The plurality of cage bodies are
The slope reinforcement structure according to any one of claims 1 to 5, which is arranged in the direction of gravity and in the lateral direction and connected to each other by a connecting member. 前記受圧部材は、
断面がコ字形に形成されている受圧板と、
前記受圧板に接合され前記排水パイプが挿通される筒部と、を備える、請求項１～６の何れか１項に記載の斜面補強構造。 The pressure-receiving member is
A pressure plate having a U-shaped cross section;
The slope reinforcement structure according to any one of claims 1 to 6, further comprising a tubular portion joined to the pressure plate and through which the drainage pipe is inserted. 前記受圧部材は、
平板形状の受圧板と、
前記受圧板に接合され前記排水パイプが挿通される筒部と、を備える、請求項１～６の何れか１項に記載の斜面補強構造。 The pressure receiving member is
A flat pressure receiving plate,
The slope reinforcing structure according to any one of claims 1 to 6, comprising a cylindrical part joined to the pressure receiving plate and into which the drain pipe is inserted. 請求項１～８の何れか１項に記載の斜面補強構造を備え、
前記斜面補強構造は、
前記地盤の法尻に配置される、斜面構造。 Comprising the slope reinforcement structure according to any one of claims 1 to 8,
The slope reinforcement structure is
A slope structure placed at the foot of the ground. 前記地盤は、
平地に積み上げられた盛土材により形成される、請求項９に記載の斜面構造。 The ground is
The slope structure according to claim 9, which is formed of embankment materials piled up on a flat ground. 前記斜面補強構造の上方において斜面を抑える保持板と、
前記保持板を前記地盤に固定する棒状補強部材と、を備え、
前記棒状補強部材は、
前記地盤に打設されている、請求項９又は１０に記載の斜面構造。 a retaining plate that suppresses the slope above the slope reinforcement structure;
a rod-shaped reinforcing member that fixes the holding plate to the ground;
The rod-shaped reinforcing member is
The slope structure according to claim 9 or 10, which is driven into the ground.
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