JP4599384B2 - Embankment structure and construction method thereof - Google Patents

Embankment structure and construction method thereof Download PDF

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JP4599384B2
JP4599384B2 JP2007267746A JP2007267746A JP4599384B2 JP 4599384 B2 JP4599384 B2 JP 4599384B2 JP 2007267746 A JP2007267746 A JP 2007267746A JP 2007267746 A JP2007267746 A JP 2007267746A JP 4599384 B2 JP4599384 B2 JP 4599384B2
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ground
steel pipe
slope ground
concrete
bolt
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文男 山田
勝行 平原
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西日本エス・ピー・シー株式会社
株式会社環境システム
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Description

本願発明は盛土構造物およびその構築方法に関するものである。   The present invention relates to an embankment structure and a construction method thereof.

従来の盛土構造物としては、例えば特開２００２−２４２１８６号の発明が知られている。この盛土構造物は斜面地山の下部における基礎ブロックに壁面パネルが積み重ねられ、この壁面パネルと斜面地山との間に、補強材を介在させた盛土材が積層されて構成されている。そして積み重ねて形成された壁面パネルが盛土材の土圧によって変形するのを防ぐため、斜面地山からの切梁や鋼材による補強を行っていた。またせん断防止ボルトは穿孔のグラウト内に打設する場合もあった。
特開２００２−２４２１８６号公報 As a conventional embankment structure, for example, the invention of JP-A-2002-242186 is known. This embankment structure is constructed by stacking a wall panel on a foundation block in the lower part of a slope ground and laminating a bank material with a reinforcing material between the wall panel and the slope ground. And in order to prevent the wall panel formed by stacking from being deformed by the earth pressure of the embankment material, reinforcement was performed with a cut beam from the slope ground or steel. In some cases, anti-shear bolts were placed in the grout.
JP 2002-242186 A

しかし、上記の盛土構造物において地山に大きな亀裂がある場合は、せん断防止ボルトを打設することができず、穿孔のグラウト内に打設しようとしても、グラウトが穿孔から亀裂に流出してしまうためグラウト自体を打設することもできなかった。また流水箇所が多い場合、岩盤クラックが大きくてセメントペースト材の流出が抑えられなくて、せん断力不足による垂直応力度が少ないという問題があった。   However, in the above embankment structure, if there is a large crack in the natural ground, the shear prevention bolt cannot be driven and the grout will flow from the drill to the crack even if it is to be driven into the drilled grout. Therefore, the grout itself could not be placed. Moreover, when there were many flowing water locations, the rock crack was large and the outflow of the cement paste material could not be suppressed, and there was a problem that the vertical stress level due to insufficient shearing force was small.

本願発明はこれらの問題に鑑みてなされたものであり、その目的は、地山に大きな亀裂があった場合でもセメントペーストの流出を防止してせん断力の増大を図るとともに、せん断防止ボルトを打設して地山の崩落を防ぐことのできる盛土構造物およびその構築方法を提供することである。   The present invention has been made in view of these problems. The purpose of the present invention is to prevent the cement paste from flowing out even if there is a large crack in the ground, thereby increasing the shearing force and hitting the shear prevention bolt. It is to provide an embankment structure that can be installed to prevent the collapse of natural ground and a construction method thereof.

以上の課題を解決するための盛土構造物は、せん断防止ボルトを適宜間隔ごとに打設した斜面地山と、該斜面地山の下部における水平地山とを底盤部とし、該水平地山にはせん断防止ボルトで基礎ブロックが固定され、該基礎ブロックには複数のプレキャストコンクリートパネルが積み重ねられた擁壁が形成され、該擁壁と前記底盤部との間には流動コンクリートが積層された盛土層が形成されてなり、上記せん断防止ボルトの先端側が、斜面地山または水平地山の穿孔に打設された鋼管膨張ボルト内のグラウトに埋設された盛土構造物であって、前記せん断防止ボルトの頭部には二枚の支圧板が設置され、一方の支圧板は、前記せん断防止ボルトに緊張力が付与されて前記斜面地山に圧着され、他方の支圧板は、斜面地山から突出した箇所に設置され、流動コンクリート内に埋設されて、該流動コンクリートと前記斜面地山とを一体的に形成することを特徴とする。また積層された流動コンクリートの境界部には補強材が埋設されたことを含む。またプレキャストコンクリートパネルは、一側面に半円形の側部嵌合突起が形成され、他側面に半円形の側部嵌合凹溝が形成され、該側部嵌合凹溝に、隣接するプレキャストコンクリートパネルの側部嵌合突起が回転可能に嵌合されることを含むものである。
また盛土構造物の構築方法は、斜面地山に適宜間隔ごとに穿孔を設け、該穿孔に鋼管膨張ボルトを座金とともに打設し、該鋼管膨張ボルトの鋼管を膨張させて穿孔内面に密接させるとともに鋼管の全長が縮むことで座金を地山の上面に圧接させ、該膨張した鋼管内にグラウトを充填し、該グラウト内にせん断防止ボルトの先端側を圧入するとともに後端側を穿孔の開口部から突出させ、グラウトの硬化後に前記せん断防止ボルトに緊張力を付与して突出した後端側の一方の支圧板を斜面地山に圧着させ、他方の支圧板は斜面地山から離れた箇所に位置させ、斜面地山の下部における水平地山に基礎ブロックをせん断防止ボルトで固定することにより斜面地山と水平地山とからなる底盤部を形成する工程と、基礎ブロックにプレキャストコンクリートパネルを積み重ねる工程と、該プレキャストコンクリートパネルと底盤部との間に流動コンクリートを打設して前記他方の支圧板を埋設させて当該流動コンクリートと前記斜面地山とを一体的に形成する工程と、該流動コンクリートの上面に補強材を敷設する工程とからなり、上記プレキャストコンクリートパネルの積み重ね工程と、流動コンクリートの打設工程と、補強材の敷設工程とを順次繰り返して所定高さの擁壁と、盛土層とを形成することを特徴とする。 The embankment structure for solving the above-mentioned problems has a slope ground with an anti-shear bolt placed at appropriate intervals and a horizontal ground at the bottom of the slope ground, and the horizontal ground has A foundation block fixed with a shear prevention bolt, a retaining wall in which a plurality of precast concrete panels are stacked is formed on the foundation block, and a fill layer in which fluid concrete is laminated between the retaining wall and the bottom plate portion And a front end side of the shear prevention bolt is a banking structure embedded in a grout in a steel pipe expansion bolt placed in a drilling of a slope ground or a horizontal ground, and the shear prevention bolt of the shear prevention bolt Two bearing plates are installed on the head. One bearing plate is pressed against the slope ground by applying tension to the shear prevention bolt, and the other bearing plate protrudes from the slope ground. Point Is installed, it is embedded in the fluidity concrete, characterized in that integrally formed with the slope ground mountain with flowable concrete. In addition, it includes that a reinforcing material is embedded in the boundary portion of the laminated fluid concrete. The precast concrete panel has a semicircular side fitting protrusion formed on one side surface and a semicircular side fitting groove formed on the other side surface, and the precast concrete adjacent to the side fitting groove. It includes that the side part fitting protrusion of the panel is rotatably fitted.
In addition, the embankment structure is constructed in such a manner that perforations are provided at appropriate intervals in the slope ground, and steel pipe expansion bolts are placed in the perforations together with washers, and the steel pipes of the steel pipe expansion bolts are expanded and brought into close contact with the inner surface of the perforations. The washer is pressed against the upper surface of the natural ground by shrinking the entire length of the steel pipe, the grout is filled into the expanded steel pipe, the front end side of the shear prevention bolt is pressed into the grout, and the rear end side is opened from the opening of the perforation. Protruding and applying tension to the shear prevention bolt after hardening of the grout, one of the projecting rear end pressure plates is pressed against the slope ground, and the other bearing plate is located away from the slope ground It is allowed, and forming a bottom plate portion comprising a slope ground mountain and horizontal natural ground by fixing at a shear preventing bolt basic blocks in the horizontal natural ground in the lower slope natural ground, precast conc underlying block A step of stacking Topaneru, a step of integrally formed with said slope ground mountain flow concrete with Da設is embedded the other Bearing plate with the flow of concrete between the precast concrete panels and the bottom platen And a step of laying a reinforcing material on the upper surface of the fluidized concrete, and the step of stacking the precast concrete panels, the step of placing the fluidized concrete, and the step of laying the reinforcing material are sequentially repeated to provide a retaining wall having a predetermined height. And an embankment layer.

プレキャストコンクリート板の設置および流動コンクリート打設時の転倒力に対する抵抗力を、基礎ブロックを中継してせん断防止ボルトで受け持たせることができる。またせん断防止ボルトの二枚の支圧板ですべり土塊の補強をすることができるとともに、流動コンクリートと底盤部との一体化を図ることができる。また地山からの切梁がないので施工性に優れている。また斜面地山にせん断防止ボルトを打設したことにより、この斜面地山と水平地山とで底盤部を構成することができる。またせん断防止ボルトの先端側が、斜面地山または水平地山の穿孔に打設された鋼管膨張ボルト内のグラウトに埋設されたことにより、地山に大きな亀裂があった場合でも、せん断防止ボルトを打設することができる。せん断力不足による垂直応力度の増大を必要とする場合に、セメントペーストの流出を防止してせん断力の増大を図ることができる。   The resistance against the overturning force at the time of precast concrete plate installation and fluid concrete placement can be relayed by the foundation block and received by the shear prevention bolt. In addition, it is possible to reinforce the sliding soil mass with the two bearing plates of the shear prevention bolt and to integrate the fluidized concrete and the bottom plate. In addition, because there is no beam from the natural ground, it is excellent in workability. In addition, by installing a shear prevention bolt on the slope ground, the bottom base can be constituted by the slope ground and the horizontal ground. Moreover, even if there is a large crack in the ground due to the fact that the tip side of the shear prevention bolt is embedded in the grout in the steel pipe expansion bolt that is placed in the drilling of slope ground or horizontal ground, Can be cast. When it is necessary to increase the degree of normal stress due to insufficient shearing force, it is possible to prevent the cement paste from flowing out and increase the shearing force.

以下、本願発明の盛土構造物およびその構築方法の実施の形態を図面に基づいて説明する。はじめに盛土構造物の実施の形態について説明し、次に盛土構造物の構築方法の実施の形態について説明するが、各実施の形態において同じ構成は同じ符号を付して説明し、異なった構成は異なった符号を付して説明する。この盛土構造物は大きな亀裂がいくつもある地山を対象にして構築されるものである。   Hereinafter, embodiments of the embankment structure and its construction method according to the present invention will be described with reference to the drawings. First, an embodiment of the embankment structure will be described, and then an embodiment of a method for constructing the embankment structure will be described. In each embodiment, the same components are described with the same reference numerals, and different configurations are described. A description will be given with different reference numerals. This embankment structure is constructed for natural ground with many large cracks.

図１は第１の実施の形態の盛土構造物１であり、この盛土構造物１は、斜面地山と水平地山とからなる底盤部２と、該底盤部２の水平地山における基礎ブロック３にプレキャストコンクリートパネル（以下ＰＣパネルという）４が積み重ねられてなる擁壁５と、該擁壁５と底盤部２との間に打設された流動コンクリート６が積層されてなる盛土層７とから構成されている。   FIG. 1 shows an embankment structure 1 according to a first embodiment. The embankment structure 1 includes a bottom board portion 2 composed of a slope ground and a horizontal ground, and a foundation block in the horizontal ground of the bottom board 2. 3, a retaining wall 5 in which precast concrete panels (hereinafter referred to as PC panels) 4 are stacked, and an embankment layer 7 in which fluid concrete 6 placed between the retaining walls 5 and the bottom plate portion 2 is laminated. It is composed of

この底盤部２は、図２に示すように、せん断防止ボルト８が適宜間隔ごとに打設された斜面地山９と、せん断防止ボルト８で基礎ブロック３が固定された水平地山１０とから構成されている。また斜面地山９には鋼管膨張ボルト１１が適宜間隔ごとに打設され、この鋼管膨張ボルト内のグラウト１６にせん断防止ボルト８の先端側が埋設されている。このように鋼管膨張ボルト１１が地山９、１０に打設されたのは、地山の亀裂３３にグラウト１６が流出しないように穿孔内部を膨張した鋼管膨張ボルト１１で覆うようにした。このように鋼管膨張ボルト１１がすべり土塊１３から支持層１２にかけて打設されるため、すべり土塊１３が補強されて斜面地山９が底盤部２の一部となっている。 As shown in FIG. 2, the bottom plate portion 2 includes a slope ground 9 in which shear prevention bolts 8 are provided at appropriate intervals, and a horizontal ground 10 in which the foundation block 3 is fixed with the shear prevention bolts 8. It is configured. In addition, steel pipe expansion bolts 11 are driven at appropriate intervals on the slope ground 9, and the front end side of the shear prevention bolt 8 is embedded in a grout 16 in the steel pipe expansion bolt. The steel pipe expansion bolts 11 were driven into the natural grounds 9 and 10 in such a manner that the inside of the perforations was covered with the expanded steel pipe expansion bolts 11 so that the grout 16 did not flow out into the cracks 33 in the natural ground. Thus, since the steel pipe expansion bolt 11 is driven from the sliding lump 13 to the support layer 12, the sliding lump 13 is reinforced and the slope ground 9 is a part of the bottom plate part 2.

この鋼管膨張ボルト１１は、図３および図４に示すように、軸線に沿って内側に折り曲げて外径を小さくした断面ハート形の鋼管１１ａと、この鋼管１１ａの先端部に設置された先端スリーブ１１ｂと、鋼管１１ａの後端部に設置された頭部スリーブ１１ｃとから構成され、該頭部スリーブ１１ｃに注入孔１１ｄが鋼管１１ａに貫通して形成されている。したがって、これを地山の穿孔１５に挿入して、頭部スリーブ１１ｃに取り付けた注入アダプター１１ｅによって水または空気を圧入すると、鋼管１１ａの全長が縮むように膨張して穿孔１５の内面に密接される。   As shown in FIGS. 3 and 4, the steel pipe expansion bolt 11 includes a heart-shaped steel pipe 11a which is bent inward along the axis to reduce the outer diameter, and a tip sleeve installed at the tip of the steel pipe 11a. 11b and a head sleeve 11c installed at the rear end of the steel pipe 11a. An injection hole 11d is formed through the steel pipe 11a in the head sleeve 11c. Therefore, when this is inserted into the natural borehole 15 and water or air is press-fitted by the injection adapter 11e attached to the head sleeve 11c, the steel pipe 11a expands so that the entire length of the steel pipe 11a contracts and is brought into close contact with the inner surface of the borehole 15. .

一方、せん断防止ボルト８は、図５に示すように、斜面地山９のせん断や落石を防止するものであり、所定の緊張力が付与されて支圧板１７で定着され、後端側部（手前側）の支圧板１８が流動コンクリート６内に埋設されて斜面地山９と一体になっている。このせん断防止ボルト８はタイボルト１４が使用されるが、ロックボルトや永久アンカーなどの定着部材を使用することもできる。   On the other hand, as shown in FIG. 5, the shear prevention bolt 8 prevents shearing and falling rocks of the slope ground 9, is given a predetermined tension and is fixed by the bearing plate 17, and the rear end side portion ( A bearing plate 18 on the front side is embedded in the fluidized concrete 6 and integrated with the slope ground 9. Although the tie bolt 14 is used as the shear prevention bolt 8, a fixing member such as a lock bolt or a permanent anchor can also be used.

基礎ブロック３は擁壁５を支持するものであり、現場打ちコンクリートまたはプレキャストコンクリートで形成され、上記と同じせん断防止ボルト８で水平地山１０に固定されている。この基礎ブロック３には連結部材２１の下端部がプレート１９とナット２０とで固着され、その下端部にはフープ筋２１ａが配筋されている。この連結部材２１はネジ節異形鋼棒が使用され、基礎ブロック３に積み重ねられたＰＣパネル４の貫通孔２２に挿入されて所定の緊張力が付与され、最上段のＰＣパネル４に定着されている。この連結部材２１はネジ節異形鋼棒の他に、ＰＣ鋼棒、ＰＣ鋼線、ＰＣ鋼撚り線などの高張力鋼材も使用される。   The foundation block 3 supports the retaining wall 5, is made of cast-in-place concrete or precast concrete, and is fixed to the horizontal ground 10 with the same shear prevention bolt 8 as described above. A lower end portion of the connecting member 21 is fixed to the basic block 3 with a plate 19 and a nut 20, and a hoop bar 21 a is arranged at the lower end portion. The connecting member 21 is formed of a screw-shaped deformed steel bar, inserted into the through hole 22 of the PC panel 4 stacked on the foundation block 3 and given a predetermined tension, and fixed to the uppermost PC panel 4. Yes. The connecting member 21 is made of a high strength steel material such as a PC steel bar, a PC steel wire, and a PC steel stranded wire, in addition to a thread-shaped deformed steel bar.

またＰＣパネル４は、図６および図７に示すように、軽量コンクリートで縦１ｍ、横２ｍの大きさに形成され、背面に三つの補強リブ２３を備え、中央部の補強リブ２３には連結部材２１を挿入する貫通孔２２が形成されている。この貫通孔２２の下部には連結ナットを収納するスペース２４が、上部にはプレートを収納するスペース２４がそれぞれ形成されている。   As shown in FIGS. 6 and 7, the PC panel 4 is made of lightweight concrete and has a length of 1 m and a width of 2 m. The PC panel 4 has three reinforcing ribs 23 on the back surface and is connected to the reinforcing ribs 23 at the center. A through hole 22 into which the member 21 is inserted is formed. A space 24 for storing the connecting nut is formed in the lower portion of the through hole 22, and a space 24 for storing the plate is formed in the upper portion.

またＰＣパネル４の上面には嵌合突起２５が形成されるとともに、下面には嵌合凹溝２６が形成され、この嵌合凹溝２６に、下側に位置したＰＣパネル４の嵌合突起２５が嵌合されている。また上面の嵌合突起２５が、上側に位置したＰＣパネル４の嵌合凹溝２６に嵌合されてＰＣパネル４同士が接合され、これらが貫通孔２２に挿入された連結部材２１で接合されている。   A fitting protrusion 25 is formed on the upper surface of the PC panel 4 and a fitting groove 26 is formed on the lower surface. The fitting protrusion of the PC panel 4 located on the lower side is formed in the fitting groove 26. 25 is fitted. Further, the fitting protrusion 25 on the upper surface is fitted into the fitting groove 26 of the PC panel 4 located on the upper side, the PC panels 4 are joined together, and these are joined by the connecting member 21 inserted into the through hole 22. ing.

一方、ＰＣパネル４の一側面には半円形の側部嵌合突起２７が形成されるとともに、他側面には半円形の側部嵌合凹溝２８がそれぞれ形成され、この側部嵌合凹溝２８に、右隣のＰＣパネル４の側部嵌合突起２７が嵌合されている。また側部嵌合突起２７が左隣のＰＣパネル４の側部嵌合凹溝２８に嵌合されてＰＣパネル４同士が横方向で接合され、この接合部を中心に回転できるようになっている。   On the other hand, a semicircular side fitting projection 27 is formed on one side of the PC panel 4 and a semicircular side fitting groove 28 is formed on the other side. In the groove 28, the side fitting protrusion 27 of the right adjacent PC panel 4 is fitted. Further, the side fitting projection 27 is fitted into the side fitting concave groove 28 of the PC panel 4 adjacent to the left so that the PC panels 4 are joined in the lateral direction, and can be rotated around the joined portion. Yes.

このように複数のＰＣパネル４が上下左右に接合されることにより、自立した擁壁５が形成される。またＰＣパネル４同士が側面の接合部で回転自在になっているので、地山の形状に沿った擁壁、例えば湾曲状のものなどを形成することもできる。   Thus, the self-supporting retaining wall 5 is formed by joining the plurality of PC panels 4 vertically and horizontally. Further, since the PC panels 4 are rotatable at the joint portions on the side surfaces, a retaining wall along the shape of the natural mountain, for example, a curved one can be formed.

また盛土層７は流動コンクリート６が多段状に積層されて形成されている。この流動コンクリート６は気泡混合軽量コンクリートであり、各ＰＣパネル４ごとに投入されて、上面に敷設された補強材２９の先端部がＰＣパネル４と接合している。   The embankment layer 7 is formed by laminating fluid concrete 6 in a multi-stage shape. The fluidized concrete 6 is a gas-mixed lightweight concrete, and is introduced into each PC panel 4, and the tip of the reinforcing material 29 laid on the upper surface is joined to the PC panel 4.

この補強材２９は網状のジオテキスタイルなどであり、流動コンクリート６間に働く摩擦力、または付着力で流動コンクリート６の引張り抵抗を高めて、流動コンクリート６内にクラックが発生するのを防止するとともに、盛土層７全体のせん断強度を向上させる。この補強材２９はジオテキスタイルの他に鋼材、防錆した金網、合成樹脂や繊維性のシート材を使用することもできる。   This reinforcing material 29 is a net-like geotextile or the like, and increases the tensile resistance of the fluidized concrete 6 by the frictional force or adhesion force acting between the fluidized concrete 6 to prevent cracks from occurring in the fluidized concrete 6. The shear strength of the whole embankment layer 7 is improved. As the reinforcing material 29, a steel material, a rust-proof wire mesh, a synthetic resin, and a fibrous sheet material can be used in addition to the geotextile.

図８および図９は第２の実施の形態の盛土構造物１である。この盛土構造物１は、鋼管膨張ボルトのグラウト内にせん断防止ボルト８を圧入せずに、鋼管膨張ボルト１１の頭部に上部ボルトが接合されたものであり、これ以外は第１の実施の形態の盛土構造物１と同じ構成である。この上部ボルトに後端側部（手前側）の支圧板１８が設置されて流動コンクリートに埋設されている。   8 and 9 show the embankment structure 1 according to the second embodiment. In this embankment structure 1, the upper bolt is joined to the head of the steel pipe expansion bolt 11 without press-fitting the shear prevention bolt 8 into the grout of the steel pipe expansion bolt. It is the same structure as the embankment structure 1 of a form. A supporting pressure plate 18 on the rear end side (near side) is installed on the upper bolt and is buried in the fluidized concrete.

次に、第１の実施の形態の盛土構造物を基にその構築方法をについて説明する。まず、図１０に示すように、斜面地山９に適宜間隔ごとに穿孔１５を設け、この穿孔１５に鋼管膨張ボルト１１を座金３０とともに打設する。そして、この鋼管膨張ボルト１１の頭部スリーブ１１ｃに取り付けた注入アダプター１１ｅで鋼管１１ａ内に水または空気を圧入すると、鋼管１１ａが膨張して穿孔１５内面に密接されるとともに、鋼管１１ａの全長が縮むため座金３０を地山の上面に圧接させる。   Next, the construction method will be described based on the embankment structure of the first embodiment. First, as shown in FIG. 10, perforations 15 are provided in the slope ground 9 at appropriate intervals, and the steel pipe expansion bolts 11 are placed in the perforations 15 together with washers 30. When water or air is press-fitted into the steel pipe 11a with the injection adapter 11e attached to the head sleeve 11c of the steel pipe expansion bolt 11, the steel pipe 11a is expanded and brought into close contact with the inner surface of the perforation 15, and the entire length of the steel pipe 11a is increased. In order to shrink, the washer 30 is pressed against the upper surface of the natural ground.

次に、この膨張した鋼管１１ａ内にグラウト１６を充填し、このグラウト１６内にせん断防止ボルト８の先端側を圧入するとともに、後端側（頭部側）を穿孔１５の開口部から突出させる。そして、突出した後端側を、グラウト１６の硬化後に所定の力で緊張して支圧板１７に定着すると、図１１に示すように、他の支圧板１８が斜面地山９から離れた箇所に位置する。   Next, the grout 16 is filled in the expanded steel pipe 11a, the front end side of the shear prevention bolt 8 is press-fitted into the grout 16, and the rear end side (head side) is projected from the opening of the perforation 15. . Then, when the protruding rear end side is tensioned with a predetermined force after the grout 16 is cured and fixed to the bearing plate 17, the other bearing plate 18 is moved away from the slope ground 9 as shown in FIG. 11. To position.

次に、図１２に示すように、底盤部２の水平地山１０に上記と同じ方法でせん断防止ボルト８を設けるとともに、基礎ブロック３を現場打ちコンクリートまたはプレキャストコンクリートで構築する。そして、この基礎ブロック３の挿入孔３１にせん断防止ボルト８の後端側を挿入するとともに、これを緊張・定着して基礎ブロック３を水平地山１０に固定する。このように亀裂３３のある滑り土塊１３から支持層１２にかけてせん断防止ボルト８と鋼管膨張ボルト１１とを打設した斜面地山９および水平地山１０で底盤部２が形成される。   Next, as shown in FIG. 12, while providing the shear prevention bolt 8 in the horizontal ground 10 of the bottom base part 2 by the same method as the above, the foundation block 3 is constructed with cast-in-place concrete or precast concrete. Then, the rear end side of the shear prevention bolt 8 is inserted into the insertion hole 31 of the foundation block 3, and this is tensioned and fixed to fix the foundation block 3 to the horizontal ground 10. In this way, the bottom base 2 is formed by the slope ground 9 and the horizontal ground 10 where the shear prevention bolt 8 and the steel pipe expansion bolt 11 are placed from the sliding mass 13 having the crack 33 to the support layer 12.

次に、基礎ブロック３の取付孔３２に連結部材２１の下端部を挿入し、その一部を上方へ突出させ、この一部に他の連結部材２１を連結して、ＰＣパネル４の貫通孔２２を貫通できる長さにする。そして、この連結部材２１をＰＣパネル４の貫通孔２２に挿入して緊張・定着することにより、ＰＣパネル４を基礎ブロック３に設置する。このような作業を順次繰り返すことにより、横方向に連続的に接合した１段目のＰＣパネル４ａを形成する。   Next, the lower end portion of the connecting member 21 is inserted into the mounting hole 32 of the base block 3, a part of the connecting member 21 protrudes upward, the other connecting member 21 is connected to this part, and the through hole of the PC panel 4 The length is set so as to penetrate through 22. Then, the connecting member 21 is inserted into the through hole 22 of the PC panel 4 to be tensioned and fixed, thereby installing the PC panel 4 on the foundation block 3. By sequentially repeating such operations, the first-stage PC panel 4a continuously joined in the lateral direction is formed.

次に、この１段目のＰＣパネル４ａと底盤部２との間に流動コンクリート６を、ＰＣパネル４の上面まで投入するとともに、この上面にジオテキスタイルなどの補強材２９を敷設して一段目の盛土層７を形成する。この一段目の流動コンクリート６には、最下段のせん断防止ボルト８の頭部、すなわち二枚の支圧板１７、１８が埋設されて底盤部２との連結を強固にする。   Next, the fluidized concrete 6 is thrown between the first-stage PC panel 4a and the bottom panel 2 up to the upper surface of the PC panel 4, and a reinforcing material 29 such as geotextile is laid on the upper surface to form the first-stage PC panel 4a. The embankment layer 7 is formed. In the first-stage fluidized concrete 6, the head of the lowest-stage shear prevention bolt 8, that is, the two bearing plates 17 and 18 are embedded to strengthen the connection with the bottom plate 2.

このような作業を順次繰り返すと、図１に示すような、自立した擁壁５と、流動コンク
リート６を積層した盛土層７とからなる盛土構造物１が構築される。 When such operations are sequentially repeated, a banking structure 1 including a self-supporting retaining wall 5 and a banking layer 7 in which fluidized concrete 6 is laminated is constructed as shown in FIG.

第１の実施の形態の盛土構造物の断面図である。It is sectional drawing of the embankment structure of 1st Embodiment. せん断防止ボルトを打設した地山の断面図である。It is sectional drawing of the natural ground which laid the shear prevention bolt. 鋼管膨張ボルトであり、（１）は縦方向の断面図、（２）は（１）のＡ−Ａ線断面図である。It is a steel pipe expansion bolt, (1) is a sectional view in the longitudinal direction, and (2) is a sectional view taken along line AA in (1). （１）は鋼管膨張ボルトを穿孔に打設した断面図、（２）は膨張した鋼管膨張ボルトにグラウトを充填した断面図である。(1) is a cross-sectional view in which a steel pipe expansion bolt is placed in a perforation, and (2) is a cross-sectional view in which the expanded steel pipe expansion bolt is filled with grout. 鋼管膨張ボルトのグラウトにせん断防止ボルトを打設した断面図である。It is sectional drawing which laid the shear prevention bolt in the grout of the steel pipe expansion bolt. （１）はＰＣパネルの正面図、（２）は横方向で接合したＰＣパネルの平面図、（３）は接合部の断面図である。(1) is a front view of the PC panel, (2) is a plan view of the PC panel joined in the lateral direction, and (3) is a cross-sectional view of the joined portion. （１）および（２）はＰＣパネルの縦方向の接合部の断面図である。(1) And (2) is sectional drawing of the junction part of the vertical direction of PC panel. 第２の実施の形態の盛土構造物の底盤部の断面図である。It is sectional drawing of the bottom board part of the embankment structure of 2nd Embodiment. 第２の実施の形態の盛土構造物における鋼管膨張ボルトの断面図である。It is sectional drawing of the steel pipe expansion bolt in the embankment structure of 2nd Embodiment. 盛土構造物の構築方法における底盤部の断面図である。It is sectional drawing of the bottom board part in the construction method of a banking structure. 盛土構造物の構築方法における底盤部の斜視図である。It is a perspective view of the bottom board part in the construction method of a banking structure. 盛土構造物の構築方法の断面図である。It is sectional drawing of the construction method of a banking structure.

符号の説明Explanation of symbols

１ 盛土構造物
２ 底盤部
３ 基礎ブロック
４ ＰＣパネル
５ 擁壁
６ 流動コンクリート
７ 盛土層
８ せん断防止ボルト
９ 斜面地山
１０ 水平地山
１１ 鋼管膨張ボルト
１１ａ 鋼管
１１ｂ 先端部スリーブ
１１ｃ 頭部スリーブ
１１ｄ 注入孔
１１ｅ 注入アダプタ
１２ 支持層
１３ すべり土塊
１４ タイボルト
１５ 穿孔
１６ グラウト
１７、１８ 支圧板
１９ プレート
２０ ナット
２１ 連結部材
２１ａ フープ筋
２２ 貫通孔
２３ 補強リブ
２４ スペース
２５ 嵌合突起
２６ 嵌合凹溝
２７ 側部嵌合突起
２８ 側部嵌合凹溝
２９ 補強材
３０ 座金
３１ 挿入孔
３２ 取付孔
３３ 亀裂 DESCRIPTION OF SYMBOLS 1 Filling structure 2 Base part 3 Foundation block 4 PC panel 5 Retaining wall 6 Fluid concrete 7 Filling layer 8 Shear prevention bolt 9 Slope ground 10 Horizontal ground 11 Steel pipe expansion bolt 11a Steel pipe 11b Tip part sleeve 11c Head sleeve 11d Injection Hole 11e Injection adapter 12 Support layer 13 Sliding soil block 14 Tie bolt 15 Drilling 16 Grout 17, 18 Bearing plate 19 Plate 20 Nut 21 Connecting member 21a Hoop bar 22 Through hole 23 Reinforcing rib 24 Space 25 Fitting protrusion 26 Fitting groove 27 Side Part fitting protrusion 28 Side part fitting groove 29 Reinforcing material 30 Washer 31 Insertion hole 32 Mounting hole 33 Crack

Claims (4)

せん断防止ボルトを適宜間隔ごとに打設した斜面地山と、該斜面地山の下部における水平地山とを底盤部とし、
該水平地山にはせん断防止ボルトで基礎ブロックが固定され、
該基礎ブロックには複数のプレキャストコンクリートパネルが積み重ねられた擁壁が形成され、
該擁壁と前記底盤部との間には流動コンクリートが積層された盛土層が形成されてなり、
上記せん断防止ボルトの先端側が、斜面地山または水平地山の穿孔に打設された鋼管膨張ボルト内のグラウトに埋設された盛土構造物であって、
前記せん断防止ボルトの頭部には二枚の支圧板が設置され、
一方の支圧板は、前記せん断防止ボルトに緊張力が付与されて前記斜面地山に圧着され、
他方の支圧板は、斜面地山から突出した箇所に設置され、流動コンクリート内に埋設されて、該流動コンクリートと前記斜面地山とを一体的に形成すること
を特徴とする盛土構造物。 A slope ground where an anti-shear bolt is placed at appropriate intervals, and a horizontal ground at the bottom of the slope ground,
A foundation block is fixed to the horizontal ground with a shear prevention bolt,
The foundation block is formed with a retaining wall in which a plurality of precast concrete panels are stacked,
An embankment layer in which fluid concrete is laminated is formed between the retaining wall and the bottom plate part,
The tip side of the shear prevention bolt is an embankment structure embedded in a grout in a steel pipe expansion bolt placed in a drilling of a slope ground or a horizontal ground ,
Two bearing plates are installed on the head of the shear prevention bolt,
One bearing plate is tensioned to the shear prevention bolt and crimped to the slope ground,
The other bearing plate is installed at a location protruding from the slope ground, and is embedded in the fluidized concrete to integrally form the fluid concrete and the slope ground . 積層された流動コンクリートの境界部には補強材が埋設されたこと
を特徴とする請求項１に記載の盛土構造物。 The embankment structure according to claim 1, wherein a reinforcing material is embedded in a boundary portion of the laminated fluid concrete. プレキャストコンクリートパネルは、一側面に半円形の側部嵌合突起が形成され、他側面に半円形の側部嵌合凹溝が形成され、The precast concrete panel has a semicircular side fitting protrusion formed on one side and a semicircular side fitting groove on the other side,
該側部嵌合凹溝に、隣接するプレキャストコンクリートパネルの側部嵌合突起が回転可能に嵌合されることThe side fitting protrusion of the adjacent precast concrete panel is rotatably fitted in the side fitting groove.
を特徴とする請求項１に記載の盛土構造物。The embankment structure according to claim 1, wherein: 斜面地山に適宜間隔ごとに穿孔を設け、該穿孔に鋼管膨張ボルトを座金とともに打設し、該鋼管膨張ボルトの鋼管を膨張させて穿孔内面に密接させるとともに鋼管の全長が縮むことで座金を地山の上面に圧接させ、該膨張した鋼管内にグラウトを充填し、該グラウト内にせん断防止ボルトの先端側を圧入するとともに後端側を穿孔の開口部から突出させ、グラウトの硬化後に前記せん断防止ボルトに緊張力を付与して突出した後端側の一方の支圧板を斜面地山に圧着させ、他方の支圧板は斜面地山から離れた箇所に位置させ、斜面地山の下部における水平地山に基礎ブロックをせん断防止ボルトで固定することにより斜面地山と水平地山とからなる底盤部を形成する工程と、
基礎ブロックにプレキャストコンクリートパネルを積み重ねる工程と、
該プレキャストコンクリートパネルと底盤部との間に流動コンクリートを打設して前記他方の支圧板を埋設させて当該流動コンクリートと前記斜面地山とを一体的に形成する工程と、
該流動コンクリートの上面に補強材を敷設する工程とからなり、
上記プレキャストコンクリートパネルの積み重ね工程と、流動コンクリートの打設工程と、補強材の敷設工程とを順次繰り返して所定高さの擁壁と、盛土層とを形成すること
を特徴とする盛土構造物の構築方法。 Perforations are provided at appropriate intervals in the slope ground, and steel pipe expansion bolts are driven into the perforations together with washers. The steel pipes of the steel pipe expansion bolts are inflated to closely contact the inner surface of the perforations, and the overall length of the steel pipe is reduced. Press the top of the natural ground, fill the expanded steel pipe with grout, press the front end side of the shear prevention bolt into the grout and project the rear end side from the opening of the perforation. Apply a tension force to the prevention bolt and press one of the projecting support plates on the rear end side against the slope ground, and place the other bearing plate away from the slope ground. Forming a bottom platen made of slope ground and horizontal ground by fixing the foundation block to the mountain with a shear prevention bolt;
Stacking precast concrete panels on foundation blocks;
Placing the fluidized concrete between the precast concrete panel and the bottom plate and burying the other bearing plate to integrally form the fluidized concrete and the slope ground ;
Laying a reinforcing material on the upper surface of the fluid concrete,
An embankment structure characterized in that the precast concrete panel stacking step, fluid concrete placing step, and reinforcing material laying step are sequentially repeated to form a retaining wall having a predetermined height and an embankment layer. Construction method.
JP2007267746A 2007-10-15 2007-10-15 Embankment structure and construction method thereof Expired - Fee Related JP4599384B2 (en)

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