JP2020012281A - Reinforcement banking construction and construction method of reinforcement banking - Google Patents
Reinforcement banking construction and construction method of reinforcement banking Download PDFInfo
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
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Abstract
Description
本発明は、格子状又は網状の盛土補強材が盛土の内部に埋設されるとともに、のり面が現場打ちコンクリートによって被覆された補強盛土構造及び補強盛土の構築方法に関するものである。 The present invention relates to a reinforcing embankment structure and a method of constructing a reinforcing embankment in which a grid-like or net-like embankment reinforcing material is buried inside an embankment and a slope is covered with cast-in-place concrete.
特許文献１−３に開示されているように、盛土補強材を内部に敷設して造成される補強盛土ののり面に、コンクリート製の壁面構造を設けることが知られている。例えば特許文献１，２には、プレキャストされたコンクリートブロックやコンクリートパネルをのり面に沿って設置した構造が開示されている。 As disclosed in Patent Documents 1-3, it is known to provide a concrete wall surface structure on a sloping surface of a reinforcing embankment formed by laying an embankment reinforcing material inside. For example, Patent Documents 1 and 2 disclose a structure in which a precast concrete block or concrete panel is installed along a slope.
詳細には特許文献１では、格子鉄筋によって形成される盛土補強材の縁部を立ち上げて傾斜した壁面部を設け、その壁面部の横鉄筋に壁面ブロックの背面側に取り付けられたフックを引っ掛ける設置方法が開示されている。 In detail, in Patent Literature 1, an edge of an embankment reinforcing material formed by a lattice reinforcing bar is raised to form an inclined wall portion, and a hook attached to the back side of the wall block is hooked on a horizontal reinforcing bar of the wall portion. An installation method is disclosed.
一方、特許文献２には、コンクリートパネルの背面に取り付けられたリング片と、網状に組み立てられた支圧プレートを有する棒状引張材又は鉄筋グリッドののり面側の先端に設けられたリング片とを、ピンによって連結する構造が開示されている。 On the other hand, Patent Literature 2 discloses a ring piece attached to the back surface of a concrete panel and a ring-shaped tension member having a supporting plate assembled in a mesh shape or a ring piece provided at a tip end of a reinforcing grid on a side of a reinforcing grid. , A structure of connecting by pins.
また、特許文献３には、現場打ちで擁壁を構築する際に、ジオテキスタイルの補強シートの端部に側面視Ｌ字状の法面形成フレームを配置し、現場打ちコンクリート用の型枠の間隔を保持させるためのスペーサーロッドの一端を、法面形成フレームに連結する定着構造が開示されている。この法面形成フレームには、コンクリートの打設圧が作用することになるため、金属製の法面枠と接地枠との隅角部がアングルで補強された構造となっている。 Further, in Patent Document 3, when constructing a retaining wall by cast-in-place, a slope forming frame having an L-shape in a side view is disposed at an end of a reinforcing sheet of geotextile, and a space between formwork for cast-in-place concrete is provided. There is disclosed a fixing structure for connecting one end of a spacer rod for holding the frame to a slope forming frame. Since the casting pressure of concrete acts on the slope forming frame, the corner between the metal slope frame and the grounding frame is reinforced by an angle.
しかしながら特許文献１，３に開示されているように、立ち上げられた壁部分に壁面ブロックのフックを引っ掛けたりスペーサーロッドの一端を定着させたりする場合は、壁部分が倒れないように補強して剛性を高めておく必要がある。一方、特許文献２に開示されているような２つのリング片をピンで連結する方法では、リング片の加工時や現地での連結作業時に多大な手間がかかる。 However, as disclosed in Patent Documents 1 and 3, when a hook of a wall block is hooked on a raised wall portion or one end of a spacer rod is fixed, the wall portion is reinforced so as not to fall down. It is necessary to increase rigidity. On the other hand, the method of connecting two ring pieces with a pin as disclosed in Patent Literature 2 requires a great deal of time when processing the ring pieces and when connecting on-site.
そこで、本発明は、のり面を被覆するコンクリートの定着力を簡単な構造で高められるとともに、施工性に優れた補強盛土構造及び補強盛土の構築方法を提供することを目的としている。 Therefore, an object of the present invention is to provide a reinforcing embankment structure and a method of constructing a reinforcing embankment that can enhance the anchoring force of concrete covering a slope with a simple structure and have excellent workability.
前記目的を達成するために、本発明の補強盛土構造は、格子状又は網状の盛土補強材が盛土の内部に埋設されるとともに、のり面が現場打ちコンクリートによって被覆された補強盛土構造であって、盛土の内部に横方向に敷設されて端縁がのり面に沿って垂れ下げられた盛土補強材と、前記のり面と略平行に配置された鉄筋体と、前記鉄筋体に一端が連結されるとともに、他端が前記盛土補強材の目に引っ掛けられた定着材と、前記鉄筋体及び前記定着材の周囲に充填されて前記のり面を覆うコンクリート体とを備えたことを特徴とする。 In order to achieve the above object, a reinforcing embankment structure of the present invention is a reinforcing embankment structure in which a grid-like or net-like embankment reinforcing material is buried inside the embankment, and a slope is covered with cast-in-place concrete. An embankment reinforcing material laid laterally inside the embankment and having an edge hanging down along the slope, a reinforcing member disposed substantially parallel to the slope, and one end connected to the reinforcing member. And a fixing member whose other end is caught in the eye of the embankment reinforcing material, and a concrete body which is filled around the reinforcing member and the fixing material to cover the slope.
ここで、前記盛土補強材は、ジオテキスタイルによって形成されているものであってもよい。また、前記定着材は、前記盛土補強材の垂れ下がり部分の上部に引っ掛けられる構成とすることができる。さらに、前記定着材は、Ｚ字状に成形されているものが好ましい。 Here, the embankment reinforcing material may be formed of geotextile. Further, the fixing material may be configured to be hooked on an upper portion of a hanging portion of the embankment reinforcing material. Further, the fixing material is preferably formed in a Z-shape.
また、補強盛土の構築方法の発明は、格子状又は網状の盛土補強材が盛土の内部に埋設されるとともに、のり面が現場打ちコンクリートによって被覆される補強盛土の構築方法であって、所定の高さまで盛土材を敷き均して成形された上面に盛土補強材を敷設する際に、前記盛土補強材の端縁がのり面に沿って垂れ下げられるように配置する工程と、前記のり面と略平行に鉄筋体を配置して、前記のり面に垂れ下がった前記盛土補強材の目に前記鉄筋体に連結される定着材を引っ掛ける工程と、前記鉄筋体及び前記定着材の周囲に前記のり面を覆うようにコンクリートを充填する工程とを備えたことを特徴とする。 Further, the invention of the method of constructing a reinforcing embankment is a method of constructing a reinforcing embankment in which a grid-like or net-like embankment reinforcing material is buried inside the embankment and the slope is covered with cast-in-place concrete. When laying the embankment reinforcing material on the upper surface formed by laying the embankment material up to the height and forming the embankment reinforcing material, arranging the edge of the embankment reinforcing material so as to hang down along the slope surface, Arranging a reinforcing member substantially in parallel, and hooking a fixing material connected to the reinforcing member at the eyes of the embankment reinforcing material hanging down on the slope, and forming the slope around the reinforcing member and the fixing material. Filling concrete so as to cover the concrete.
このように構成された本発明の補強盛土構造又は補強盛土の構築方法は、盛土の内部に横方向に敷設される盛土補強材の端縁がのり面に沿って垂れ下げられる。そして、のり面を被覆する現場打ちコンクリートの鉄筋体に一端が連結された定着材の他端が、盛土補強材の目に引っ掛けられる。このような定着材を盛土補強材の垂れ下がった部分に引っ掛けるという簡単な構造でのり面を被覆するコンクリートの定着力を高めることができるうえに、施工性に優れている。 In the reinforced embankment structure or the method of constructing the reinforced embankment of the present invention configured as described above, the edge of the embankment reinforcing material laid horizontally in the embankment is hung down along the slope. Then, the other end of the fixing material, one end of which is connected to the cast-in-place concrete reinforced body covering the slope, is hooked to the eye of the embankment reinforcing material. The anchoring force of the concrete covering the slope with a simple structure in which such a fixing material is hooked on the hanging portion of the embankment reinforcing material can be increased, and the workability is excellent.
また、盛土補強材がジオテキスタイルであっても、のり面に沿って垂れ下げるのであれば、特別な補強をしなくても定着力を高めるための抵抗部として機能させることができる。さらに、定着材を盛土補強材の垂れ下がり部分の上部に引っ掛けておけば、定着効果を早い段階から発揮させることができるうえに、たとえ最初に引っ掛けた箇所が破断してもその下方の目に定着材が引っ掛かるので、急激に定着力が減少するのを防ぐことができる。この定着材の形状は、Ｚ字状にすることで、加工がし易くなるうえに引っ掛け易くすることができる。 Further, even if the embankment reinforcing material is geotextile, if it hangs down along the slope, it can function as a resistance portion for increasing the fixing power without special reinforcement. Furthermore, if the fixing material is hooked on the upper part of the embankment reinforcing material, the fixing effect can be exhibited from an early stage, and even if the first hooked part breaks, it will be fixed to the eyes below it Since the material is caught, it is possible to prevent the fixing power from suddenly decreasing. By making the shape of the fixing material into a Z-shape, it can be easily processed and easily hooked.
以下、本発明の実施の形態について図面を参照して説明する。図１は、本実施の形態で説明する補強盛土構造１の主要部の構成を拡大して示した説明図、図２は補強盛土構造１の全体構成を説明するための図である。 Hereinafter, embodiments of the present invention will be described with reference to the drawings. FIG. 1 is an explanatory diagram showing an enlarged configuration of a main part of the reinforcing embankment structure 1 described in the present embodiment, and FIG. 2 is a diagram for explaining the entire configuration of the reinforcing embankment structure 1.
まず図２を参照しながら全体構成を説明すると、盛土２は、基礎地盤となる地盤上に設けられる。本実施の形態で説明する補強盛土構造１は、盛土２の内部に盛土補強材３が埋設される。盛土２の内部に盛土補強材３を埋設することで、盛土材（土質）の強度不足を補うことができる。すなわち、引張強度の高い盛土補強材３を盛土材間に挟むことで、盛土２に引張り強さやせん断強さを与えることができる。 First, the overall configuration will be described with reference to FIG. 2. The embankment 2 is provided on the ground that serves as the foundation ground. In the reinforcing embankment structure 1 described in the present embodiment, an embankment reinforcing material 3 is embedded inside an embankment 2. By embedding the embankment reinforcing material 3 inside the embankment 2, insufficient strength of the embankment material (soil quality) can be compensated. That is, by embedding the embankment reinforcing material 3 having high tensile strength between the embankment materials, the embankment 2 can be given a tensile strength or a shear strength.
盛土補強材３には、ジオテキスタイル、金網、格子鉄筋などの格子状又は網状のシート材が使用できる。ジオテキスタイルは、高分子材料の繊維やプラスチックによって形成された可撓性のある補強材である。図３に破線で示したように格子状の盛土補強材３にも、網状の盛土補強材にも、無数の目（空隙）が形成される。 As the embankment reinforcing material 3, a grid-like or net-like sheet material such as a geotextile, a wire mesh, and a lattice reinforcing bar can be used. Geotextile is a flexible reinforcing material formed of polymer fiber or plastic. As shown by the broken lines in FIG. 3, countless eyes (voids) are formed in both the grid-shaped embankment reinforcing material 3 and the mesh-shaped embankment reinforcing material.
盛土２は、基礎地盤から所定の厚さ（高さ）ごとに盛土材が敷き均されて、転圧によって締め固められる。図２では、第１層の上面に最初の盛土補強材３Ａを敷設し、２層目の上面には層厚管理材２１を敷設している。そして、６層目の上面に再び盛土補強材３を敷設している。 The embankment 2 is laid with a predetermined thickness (height) of the embankment material from the foundation ground and leveled, and compacted by compaction. In FIG. 2, the first embankment reinforcing material 3A is laid on the upper surface of the first layer, and the layer thickness management material 21 is laid on the upper surface of the second layer. The embankment reinforcing material 3 is laid again on the upper surface of the sixth layer.
この盛土２の上部に埋設される盛土補強材３は、横方向である水平方向に敷設される水平敷設部３１と、水平敷設部３１と一体の端縁でのり面２ａに沿って垂れ下げられる垂下部３２とを有している。この水平敷設部３１の上面にも、盛土材が敷き均されて転圧が行われる。 The embankment reinforcing material 3 buried in the upper part of the embankment 2 is hung down along a horizontal laying portion 31 laid in a horizontal direction which is a horizontal direction and a slope 2 a at an edge integral with the horizontal laying portion 31. And a hanging part 32. The embankment material is also spread on the upper surface of the horizontal laying portion 31, and rolling is performed.
このようにして構築される盛土２には、傾斜面となるのり面２ａが形成される。のり面２ａは任意の角度に成形できるが、盛土補強材３によって引張り補強効果が付与されるので、急勾配ののり面２ａにもすることができるようになる。 The embankment 2 constructed in this manner is formed with a slope 2a serving as an inclined surface. Although the slope 2a can be formed at an arbitrary angle, since the embankment reinforcing material 3 provides a tensile reinforcing effect, the slope 2a can be formed with a steep slope.
本実施の形態の補強盛土構造１では、のり面２ａを現場打ちのコンクリートで被覆して保護する。すなわち、のり面２ａに沿ってコンクリート体である張コンクリート５を一定の厚さで設ける。この張コンクリート５の内部には、引張り抵抗となる鉄筋体４を埋設させる。 In the reinforced embankment structure 1 of the present embodiment, the slope 2a is covered and protected by cast-in-place concrete. That is, upholstery concrete 5 which is a concrete body is provided along the slope 2a with a constant thickness. Inside the upholstered concrete 5, a reinforcing steel body 4 that becomes a tensile resistance is embedded.
図１は、盛土２と盛土補強材３と張コンクリート５との関係を説明するための断面図である。ここで、のり面２ａに沿って垂れ下げられる垂下部３２の長さをＬとする。この垂れ下がり長さＬの範囲で、張コンクリート５の鉄筋体４と垂下部３２とは連結される。 FIG. 1 is a cross-sectional view for explaining the relationship between the embankment 2, the embankment reinforcing material 3, and the upholstered concrete 5. Here, let L be the length of the hanging part 32 hung down along the slope 2a. The reinforcing member 4 of the upholstered concrete 5 and the hanging portion 32 are connected within the range of the hanging length L.
ここで、図３を参照しながら鉄筋体４の詳細について説明する。鉄筋体４は、のり面２ａの傾斜方向と略平行に延伸される縦鉄筋４１と、縦鉄筋４１に直交して水平方向に延伸される横鉄筋４２とによって構成される。縦鉄筋４１は、のり面２ａの幅方向（図１の紙面直交方向）に間隔を置いて略平行に複数本が配置される。一方、横鉄筋４２は、のり面２ａの傾斜方向に間隔を置いて略平行に複数本が配置される。 Here, the details of the reinforcing bar 4 will be described with reference to FIG. The reinforcing bar 4 includes a vertical reinforcing bar 41 extending substantially parallel to the inclination direction of the slope 2 a and a horizontal reinforcing bar 42 extending in a horizontal direction perpendicular to the vertical reinforcing bar 41. A plurality of vertical reinforcing bars 41 are arranged substantially parallel to each other at intervals in the width direction of the mounting surface 2a (a direction perpendicular to the paper surface of FIG. 1). On the other hand, a plurality of horizontal reinforcing bars 42 are arranged substantially in parallel at intervals in the direction of inclination of the slope 2a.
そして、定着材となる定着鉄筋６は、図１に示すように、一端となる上片部６１が鉄筋体４に連結されるとともに、他端となる下片部６２が盛土補強材３の垂下部３２の格子の目に引っ掛けられる。この定着鉄筋６は、上片部６１と下片部６２とが反対方向に略平行となるように延びる略Ｚ字形に形成される。 As shown in FIG. 1, the fixing rebar 6 serving as a fixing material has an upper piece 61 serving as one end connected to the reinforcing bar body 4 and a lower piece 62 serving as the other end hanging down from the embankment reinforcing material 3. The eye of the lattice of the part 32 is caught. The fixing reinforcing bar 6 is formed in a substantially Z-shape that extends so that the upper piece 61 and the lower piece 62 are substantially parallel in opposite directions.
定着鉄筋６の上片部６１は、例えば番線によって上片部６１に隣接する縦鉄筋４１に結束される。このため、横鉄筋４２の位置に合わせて上片部６１を配置する必要はない。また、図１では、垂下部３２の垂れ下がり長さＬに合わせて傾斜方向に２段に定着鉄筋６，６を配置しているが、上段だけの１段であってもよい。また、垂れ下がり長さＬが長い場合は、３段以上の定着鉄筋６，・・・を配置することもできる。 The upper piece 61 of the fixing reinforcing bar 6 is bound to the vertical reinforcing bar 41 adjacent to the upper piece 61 by, for example, a number line. For this reason, it is not necessary to arrange the upper piece 61 in accordance with the position of the horizontal reinforcing bar 42. In FIG. 1, the fixing reinforcing bars 6 and 6 are arranged in two stages in the inclination direction in accordance with the hanging length L of the hanging portion 32, but may be only one stage of the upper stage. When the hanging length L is long, three or more fixing reinforcing bars 6,... May be arranged.
また、図３に示すように、本実施の形態では縦鉄筋４１毎に定着鉄筋６を配置した例を示しているが、これに限定されるものではなく、必要とされる定着力に合わせて、１本飛ばしや２本飛ばしなど、任意の間隔で定着鉄筋６を配置することができる。 Further, as shown in FIG. 3, in the present embodiment, an example in which the fixing reinforcing bars 6 are arranged for each of the vertical reinforcing bars 41 is shown. The fixing rebar 6 can be arranged at an arbitrary interval such as one or two.
次に、本実施の形態の補強盛土の構築方法について説明する。
まず上述したように、基礎地盤から層ごとに盛土材の敷き均しと転圧を繰り返して、所定の高さまで盛土２を構築する。そして、盛土補強材３を敷設する高さまで到達したときに、上面に盛土補強材３の水平敷設部３１を敷設し、のり面２ａ側に突出した端縁は、のり面２ａに沿って垂れ下げて垂下部３２として配置する。
Next, a method for constructing the reinforcing embankment of the present embodiment will be described.
First, as described above, the embankment 2 is constructed to a predetermined height by repeating the spread of the embankment material and the compaction for each layer from the foundation ground. Then, when reaching the height at which the embankment reinforcing material 3 is laid, the horizontal laying portion 31 of the embankment reinforcing material 3 is laid on the upper surface, and the edge protruding toward the slope 2a side hangs down along the slope 2a. It is arranged as a hanging part 32.
続いて、水平敷設部３１の上方にも盛土材を敷き均して転圧し、盛土２の最上面を成形する。一方、のり面２ａに対しては、縦鉄筋４１，・・・と横鉄筋４２，・・・とを配筋して鉄筋体４に組み上げる。 Subsequently, the embankment material is also spread over the horizontal laying portion 31 and is rolled to form the top surface of the embankment 2. On the other hand, vertical reinforcing bars 41,... And horizontal reinforcing bars 42,.
そして、盛土補強材３の垂下部３２と重なる鉄筋体４の領域において、定着鉄筋６の下片部６２を垂下部３２の格子の目に挿し込むとともに、上片部６１を隣接する縦鉄筋４１に番線で結束する。定着鉄筋６の配置は、１本あたり１５秒程度で実施できる。 Then, in the region of the reinforcing bar body 4 overlapping the hanging portion 32 of the embankment reinforcing material 3, the lower piece 62 of the fixing reinforcing bar 6 is inserted into the grid of the hanging portion 32 and the upper piece 61 is adjacent to the vertical reinforcing bar 41. And tie them with a line. The arrangement of the fixing rebar 6 can be performed in about 15 seconds per one.
このようにしてのり面２ａに垂れ下がった垂下部３２の目に定着鉄筋６，・・・を引っ掛けることで、鉄筋体４を盛土補強材３によって支持させる。続いて、鉄筋体４及び定着鉄筋６の周囲に、のり面２ａの表層となるようにコンクリートを充填して張コンクリート５を構築する。 In this way, the reinforcing bars 6 are supported by the embankment reinforcing members 3 by hooking the fixing reinforcing bars 6 on the eyes of the hanging portions 32 hanging down on the slope 2a. Subsequently, concrete is filled around the reinforcing bar 4 and the anchoring reinforcing bar 6 so as to be a surface layer of the slope 2a, thereby constructing the upholstered concrete 5.
次に、本実施の形態の補強盛土構造１の張コンクリート５の定着力を確認するために行った試験について、図４−図９を参照しながら説明する。
図４は、試験を行った盛土２の断面図である。この盛土２の内部には、盛土補強材３，３Ａが埋設されている。また、試験を上段と下段の両方の盛土補強材３，３Ａで行うために、両方に垂下部３２，３２を設けた。
Next, a test performed to confirm the anchoring force of the upholstered concrete 5 of the reinforced embankment structure 1 according to the present embodiment will be described with reference to FIGS.
FIG. 4 is a cross-sectional view of the embankment 2 on which the test was performed. Embankment reinforcing materials 3 and 3A are embedded in the embankment 2. In order to perform the test with both the upper and lower embankment reinforcing materials 3 and 3A, hanging portions 32 and 32 were provided on both.
そして、垂下部３２の長さＬ（図１参照）に合せた大きさの供試体７をそれぞれに配置した。図５に、定着方法が異なる２つの供試体７Ａ，７Ｂの構成を示した。供試体７Ａ，７Ｂは、いずれも500mm×500mm×150mmの直方体に成形されるため、２つを区別しない場合は供試体７として説明する。 Then, the test specimens 7 each having a size corresponding to the length L of the hanging part 32 (see FIG. 1) were arranged. FIG. 5 shows the configuration of two specimens 7A and 7B having different fixing methods. Each of the test pieces 7A and 7B is formed into a rectangular parallelepiped of 500 mm × 500 mm × 150 mm. Therefore, when the two are not distinguished, the test piece 7 will be described.
供試体７には、縦鉄筋７１と横鉄筋７２とが配筋される。また、定着鉄筋７３がある場合の定着方法Ｂでは、縦鉄筋７１毎に略Ｚ字形の定着鉄筋７３を配置した。さらに、供試体７の上面側には、アイボルト７５や固定用のボルトなどを装着するためのボルト穴７４を設けた。 The test piece 7 is provided with a vertical reinforcing bar 71 and a horizontal reinforcing bar 72. In the fixing method B in the case where the fixing reinforcing bar 73 is provided, the substantially Z-shaped fixing reinforcing bar 73 is arranged for each vertical reinforcing bar 71. Further, a bolt hole 74 for mounting an eyebolt 75, a fixing bolt, or the like was provided on the upper surface side of the test sample 7.
この試験は、供試体７をのり面２ａから引き剥がす力を載荷することで、定着鉄筋７３の定着強度を確認する引き剥がし試験である。この引き剥がし試験では、供試体７を油圧ジャッキ７６，７７で引っ張り、ジャッキの荷重と供試体７の変位の計測とを行った。 This test is a peeling test for confirming the fixing strength of the fixing reinforcing bar 73 by applying a force for peeling the specimen 7 from the surface 2a. In the peeling test, the specimen 7 was pulled by the hydraulic jacks 76 and 77, and the load of the jack and the displacement of the specimen 7 were measured.
図６は、のり面２ａの下段で行われた引き剥がし試験の概要を示している。この試験では、水平方向に供試体７を引き剥がせるように油圧ジャッキ７６を配置した。油圧ジャッキ７６は、図６の紙面直交方向に間隔を置いて２台が配置される。 FIG. 6 shows an outline of a peeling test performed at the lower stage of the slope 2a. In this test, the hydraulic jack 76 was arranged so that the specimen 7 could be peeled off in the horizontal direction. Two hydraulic jacks 76 are arranged at an interval in the direction perpendicular to the paper surface of FIG.
また、下段の供試体７に対向する位置に、擁壁とそこにアンカーで固定された反力部７６２を設け、油圧ジャッキ７６，７６を水平にして供試体７に向けて配置する。油圧ジャッキ７６と反力部７６２との間には、油圧ジャッキ７６のシリンダが収縮する際の力が計測できるようにしたロードセル７６１を配置した。 Further, a retaining wall and a reaction force portion 762 fixed by an anchor thereto are provided at a position facing the lower test piece 7, and the hydraulic jacks 76, 76 are arranged horizontally toward the test piece 7. A load cell 761 was arranged between the hydraulic jack 76 and the reaction part 762 so as to measure the force when the cylinder of the hydraulic jack 76 contracted.
そして、油圧ジャッキ７６の先端と供試体７に装着したアイボルト７５とをワイヤ７６３で連結し、油圧ジャッキ７６を縮めることで、供試体７が水平方向に引き剥がされる力を載荷した。 Then, the distal end of the hydraulic jack 76 and the eyebolt 75 attached to the specimen 7 were connected by a wire 763, and the hydraulic jack 76 was contracted, so that a force for peeling the specimen 7 in the horizontal direction was applied.
図７に、水平方向に載荷した試験結果を示した。図７（ａ）は定着鉄筋がないケースの供試体変位と引張荷重の関係、図７（ｂ）は定着鉄筋があるケースの供試体変位と引張荷重の関係を示している。なお、この図は、荷重については左右２箇所のロードセル７６１，７６１の計測値を合計値で整理し、変位については供試体７の４隅で計測した変位の平均値で整理している。 FIG. 7 shows the test results of loading in the horizontal direction. FIG. 7A shows the relationship between the specimen displacement and the tensile load in the case without the fixing rebar, and FIG. 7B shows the relationship between the specimen displacement and the tensile load in the case with the fixing rebar. In this figure, the load is arranged by the total value of the measured values of the two load cells 761 and 761 on the left and right, and the displacement is arranged by the average value of the displacement measured at the four corners of the specimen 7.
この試験結果より、定着鉄筋を用いない定着方法Ａでは、最大荷重は約2.6kN（10.4kN/m2）であり、その時の供試体変位の平均は45.65mmであった。一方、定着鉄筋７３を用いた定着方法Ｂでは、最大荷重は約3.9kN（15.6kN/m2）であり、その時の供試体変位の平均は219.98mmであった。 According to the test results, the maximum load was about 2.6 kN (10.4 kN / m 2 ) in the fixing method A using no fixing reinforcing bar, and the average of the specimen displacement at that time was 45.65 mm. On the other hand, in the fixing method B using the fixing reinforcing bar 73, the maximum load was about 3.9 kN (15.6 kN / m 2 ), and the average of the specimen displacement at that time was 219.98 mm.
定着方法Ｂは、定着方法Ａに比べて最大荷重が約1.5倍増加しており、供試体７Ｂへの定着鉄筋７３の設置本数は3本であったため、定着鉄筋1本あたり約0.44kNの定着強度の増加があったことになる。 In the fixing method B, the maximum load was increased by about 1.5 times as compared with the fixing method A, and the number of the fixing rebars 73 installed on the test piece 7B was three, so that the fixing rebar was about 0.44 kN per fixing rebar. This means that there was an increase in strength.
この定着方法Ｂの試験結果より、引張荷重が2.0kNを上回ると変位が急速に進行していることがわかり、定着方法Ａでも同様の傾向がみられることがわかる。この結果は、引張荷重が2.0kN付近に達したあたりで、垂下部３２から供試体７が剥がれ始めていることを示している。 From the test results of the fixing method B, it can be seen that when the tensile load exceeds 2.0 kN, the displacement is rapidly progressing, and that the same tendency is observed in the fixing method A. This result indicates that the test piece 7 began to peel off from the hanging part 32 around the time when the tensile load reached about 2.0 kN.
また、定着方法Ｂにおいては、このときに定着鉄筋７３が定着強度の増加に寄与しておらず、変位量50mm程度までは荷重の大きさも定着方法Ａに近い大きさであった。しかしながら定着方法Ｂでは、変位量が150mmを超過してから再度荷重が増加しており、定着鉄筋７３の効果が現れていることがわかる。 Further, in the fixing method B, the fixing reinforcing bar 73 did not contribute to the increase in the fixing strength at this time, and the magnitude of the load was close to that of the fixing method A until the displacement amount was about 50 mm. However, in the fixing method B, the load increases again after the displacement amount exceeds 150 mm, and it can be seen that the effect of the fixing reinforcing bar 73 is exhibited.
水平方向に載荷した引き剥がし試験においてこのような結果となったのは、盛土補強材３に対して供試体７の上部から引き剥がされる挙動であったことに起因している。この引き剥がし試験では、供試体７の左右と下側の3辺は垂下部３２を拘束していない自由縁となっており、垂下部３２が盛土２内に敷設されている上側の1辺のみで拘束されていたことに起因して、上部から引き剥がれる挙動となったものと考えられる。 The reason why such a result was obtained in the peeling test loaded in the horizontal direction is that the behavior was such that the embankment reinforcing material 3 was peeled off from the upper part of the specimen 7. In this peeling test, the left, right and lower three sides of the specimen 7 are free edges that do not restrain the hanging part 32, and only the upper one side where the hanging part 32 is laid in the embankment 2 It is probable that, due to being restrained by the above, the film was peeled off from the upper portion.
また、定着鉄筋７３が効果を発揮したのは、垂下部３２が供試体７の上部から剥がれ、剥がれた領域が定着鉄筋７３付近にまで到達した段階においてのものと考えられる。このため、定着鉄筋７３による盛土補強材３との定着効果を効率的に発揮させるためには、可能な限りのり面２ａに垂下した垂下部３２の上部で定着し、張コンクリート５に生じる変位が小さなレベルから定着鉄筋７３が効果を発揮できるようにすることが有効であると考えられる。 It is considered that the effect of the fixing rebar 73 was at the stage when the hanging part 32 was peeled off from the upper part of the specimen 7 and the peeled area reached near the fixing rebar 73. For this reason, in order to efficiently exert the fixing effect of the fixing reinforcing bar 73 with the embankment reinforcing material 3, the fixing is performed at the upper part of the hanging portion 32 hanging down on the slope 2 a as much as possible, and the displacement generated in the upholstery concrete 5 is reduced. It is considered effective to make the fixing rebar 73 effective from a small level.
引き剥がし試験後の盛土補強材３の垂下部３２の状況は、定着方法Ａは垂下部３２に目立った損傷は無く剥がれていたのに対して、定着方法Ｂでは定着鉄筋６を引っ掛けた箇所の補強材が破断していた。図７に示した試験結果からわかるように、約175mmの変位で最大荷重約3.9kNに至った後に荷重値が急激に0kNまで低下するのではなく、一定量低下後に再び荷重が増加しており、ある程度まで増加すると再び低下する挙動を繰返している。 The condition of the hanging portion 32 of the embankment reinforcing material 3 after the peeling test is as follows. In the fixing method A, the hanging portion 32 was peeled off without any noticeable damage, whereas in the fixing method B, the portion where the fixing reinforcing bar 6 was hooked was fixed. The reinforcement was broken. As can be seen from the test results shown in FIG. 7, the load value does not suddenly decrease to 0 kN after reaching the maximum load of approximately 3.9 kN at a displacement of about 175 mm, but the load increases again after a certain amount of decrease. However, the behavior of decreasing to a certain extent and decreasing again is repeated.
要するに、供試体７Ｂの変位の進行によって垂下部３２の補強材と定着鉄筋６とが負担する荷重が増加していくことになるが、定着鉄筋６周辺の補強材ストランドが順次破断していくことで、階段状に荷重の増加と低下を繰返したものと推察される。なお、図７において載荷途中で荷重値が0kN付近まで低下しているのは、油圧ジャッキ７６のストロークが一杯となった時点で段取り替えを行っているためである。 In short, the load borne by the reinforcing material of the hanging portion 32 and the anchoring bar 6 increases due to the progress of the displacement of the specimen 7B, but the reinforcing material strands around the anchoring bar 6 are sequentially broken. It is assumed that the load was repeatedly increased and decreased stepwise. In FIG. 7, the reason why the load value is reduced to around 0 kN during loading is that the setup change is performed when the stroke of the hydraulic jack 76 becomes full.
図８は、のり面２ａの上段で行われた引き剥がし試験の概要を示している。この試験では、のり面直角方向に供試体７を引き剥がせるように油圧ジャッキ７７を配置した。詳細には、上段の供試体７に対して一対の油圧ジャッキ７７，７７と反力梁７７２とで門形に載荷部を設ける。この反力梁７７２には、供試体７の上面にボルト穴７４にねじ込まれたボルトで固定された固定プレート７７３に一端が接合された連結棒７７４を通し、反力梁７７２ののり面２ａから離隔する方向への移動が制限されるように固定ナット７７５を取り付ける。 FIG. 8 shows an outline of a peeling test performed on the upper stage of the slope 2a. In this test, the hydraulic jack 77 was arranged so that the specimen 7 could be peeled off in the direction perpendicular to the slope. More specifically, a loading section is provided in a gate shape with a pair of hydraulic jacks 77 and 77 and a reaction force beam 772 for the upper test piece 7. Through the reaction beam 772, a connecting rod 774 having one end joined to a fixing plate 773 fixed to the upper surface of the specimen 7 with a bolt screwed into the bolt hole 74 passes through the reaction beam 772 from the surface 2 a of the reaction beam 772. The fixing nut 775 is attached so that the movement in the separating direction is restricted.
油圧ジャッキ７７とのり面２ａに配置したＨ形鋼との間には、油圧ジャッキ７７のシリンダが伸長する際の力が計測できるようにしたロードセル７７１を配置する。この状態で油圧ジャッキ７７，７７を伸ばすと、反力梁７７２と連結棒７７４と固定プレート７７３を介して、供試体７にのり面直角方向に引き剥がされる力が載荷される。 A load cell 771 is provided between the hydraulic jack 77 and the H-shaped steel disposed on the slope 2a so as to measure the force when the cylinder of the hydraulic jack 77 extends. When the hydraulic jacks 77, 77 are extended in this state, a force for peeling off the specimen 7 in a direction perpendicular to the surface of the specimen 7 is loaded via the reaction force beam 772, the connecting rod 774, and the fixing plate 773.
また、供試体７周面の垂下部３２は、Ｈ形鋼で拘束された状態にして載荷を行った。さらに、水平方向の載荷方法とは異なって載荷時に供試体７が回転しないように拘束し、のり面直角方向に供試体７が引っ張り上げられる状態にした。 Further, the hanging part 32 on the peripheral surface of the specimen 7 was loaded with the H-shaped steel restrained. Further, unlike the loading method in the horizontal direction, the specimen 7 was restrained from rotating during loading, and the specimen 7 was pulled up in the direction perpendicular to the slope.
図９に、のり面直角方向に載荷した試験結果を示した。図９（ａ）は定着鉄筋がないケースの供試体変位と引張荷重の関係、図９（ｂ）は定着鉄筋があるケースの供試体変位と引張荷重の関係を示している。なお、この図は、荷重については斜面上下２箇所のロードセル７７１，７７１の計測値を合計値で整理し、変位については供試体７の４隅で計測した変位の平均値で整理している。 FIG. 9 shows the results of a test loaded in the direction perpendicular to the slope. FIG. 9A shows the relationship between the specimen displacement and the tensile load in the case without the fixing rebar, and FIG. 9B shows the relationship between the specimen displacement and the tensile load in the case with the fixing rebar. In this figure, the loads are arranged by summation of the measured values of the load cells 771 and 771 at two places above and below the slope, and the displacement is arranged by the average of the displacements measured at the four corners of the specimen 7.
この試験結果より、定着鉄筋を用いない定着方法Ａでは、最大荷重は約6.9kN（27.6kN/m2）であり、その時の供試体変位の平均は92.01mmであった。一方、定着鉄筋７３を用いた定着方法Ｂでは、最大荷重は約10.3kN（41.2kN/m2）であり、その時の供試体変位の平均は69.22mmであった。 According to the test results, the maximum load was about 6.9 kN (27.6 kN / m 2 ) in the fixing method A using no fixing rebar, and the average of the specimen displacement at that time was 92.01 mm. On the other hand, in the fixing method B using the fixing reinforcing bar 73, the maximum load was about 10.3 kN (41.2 kN / m 2 ), and the average of the specimen displacement at that time was 69.22 mm.
定着方法Ｂは、定着方法Ａに比べて最大荷重が約1.5倍増加しており、供試体７Ｂへの定着鉄筋７３の設置本数は3本であったため、定着鉄筋1本あたり約1.15kNの定着強度の増加があったことになる。 In the fixing method B, the maximum load was increased by about 1.5 times as compared with the fixing method A, and the number of the fixing rebars 73 installed on the specimen 7B was three, so that the fixing rebar of about 1.15 kN per fixing rebar was used. This means that there was an increase in strength.
定着方法Ａの試験結果と定着方法Ｂの試験結果とを比較すると、定着方法Ｂでは最大荷重値が増加し、最大荷重に至るまでの変位量は小さくなっている。このことから、上述した水平方向の引き剥がし試験のように垂下部３２の上縁から供試体７Ｂが剥がれる挙動が先行せずに、載荷初期段階から定着鉄筋６の補強効果が発揮されていることがわかる。これは、引っ掛けられた定着鉄筋６に対して、供試体７Ｂと垂下部３２との境界面全体で一様に抵抗力が発揮されたためと考えられる。 When the test results of the fixing method A and the test results of the fixing method B are compared, in the fixing method B, the maximum load value increases, and the displacement amount until reaching the maximum load is small. From this, the behavior of the specimen 7B peeling off from the upper edge of the hanging part 32 does not precede as in the above-described horizontal peeling test, and the reinforcing effect of the anchoring rebar 6 is exhibited from the initial stage of loading. I understand. This is considered to be because the resistance was uniformly exerted on the hooked anchoring bar 6 over the entire boundary surface between the specimen 7B and the hanging portion 32.
また、図９（ｂ）に示すように、のり面直角方向の引き剥がし試験においても階段状の荷重の増減が起きており、水平方向の引き剥がし試験と同様に定着鉄筋６周辺の補強材ストランドが順次破断しているものと推察される。 Also, as shown in FIG. 9 (b), a stepwise load increase / decrease occurs in the peeling test in the direction perpendicular to the slope, and the reinforcing material strands around the fixing rebar 6 similarly to the horizontal peeling test. Are presumed to have broken sequentially.
次に、本実施の形態の補強盛土構造１及び補強盛土の構築方法の作用について説明する。
このように構成された本実施の形態の補強盛土構造１は、盛土２の内部に横方向に敷設される盛土補強材３の端縁となる垂下部３２が、のり面２ａに沿って垂れ下げられる。
Next, the operation of the reinforcing embankment structure 1 and the method of constructing the reinforcing embankment of the present embodiment will be described.
In the reinforced embankment structure 1 of the present embodiment configured as described above, the hanging portion 32 serving as an edge of the embankment reinforcing material 3 laid in the embankment 2 in the horizontal direction is hung down along the slope 2a. Can be
そして、現場打ちコンクリートによって成形されるのり面２ａを被覆する張コンクリート５の内部の鉄筋体４に、定着鉄筋６の一端である上片部６１が連結され、他端となる下片部６２は垂下部３２の目に引っ掛けられる。 The upper piece 61, which is one end of the anchoring reinforcing bar 6, is connected to the reinforcing bar 4 inside the upholstered concrete 5 covering the slope 2a formed by cast-in-place concrete. It gets caught in the eyes of the hanging part 32.
このような定着鉄筋６を盛土補強材３の垂れ下がった垂下部３２に引っ掛けるという簡単な構造によって、張コンクリート５の定着力を高めることができる。また、このような補強盛土の構築方法では、定着力を高めるための定着鉄筋６の設置が、垂下部３２の目への挿し込みと番線による結束という簡単な作業によって短時間で行えるため、施工性に優れている。 With such a simple structure in which the anchoring reinforcing bar 6 is hooked on the hanging portion 32 of the embankment reinforcing material 3, the anchoring force of the upholstery concrete 5 can be increased. In addition, according to such a method of constructing the reinforcing embankment, the installation of the anchoring reinforcing bar 6 for increasing the anchoring force can be performed in a short time by a simple operation of inserting the hanging portion 32 into the eyes and bundling by the number line. Excellent in nature.
さらに、盛土補強材３がジオテキスタイルのような可撓性の材料であっても、立ち上げるのではなくのり面２ａに沿って垂れ下げるのであれば、特別な補強をしなくても定着力を高めるための抵抗部として機能させることができる。 Further, even if the embankment reinforcing material 3 is a flexible material such as geotextile, if the embankment does not stand up but hangs along the slope 2a, the fixing power can be increased without special reinforcement. Function as a resistance part.
また、定着鉄筋６を盛土補強材３の垂下部３２に引っ掛けるという構成としたことで、張コンクリート５の自重によるすべり止め効果に加えて、地震時の慣性力に対する抵抗力を増加させることができる。この結果、地震時の張コンクリート５の安定性を高めることができる。 In addition, since the anchoring reinforcing bar 6 is configured to be hooked on the hanging portion 32 of the embankment reinforcing material 3, in addition to the anti-slip effect due to the weight of the upholstery concrete 5, the resistance to the inertial force during an earthquake can be increased. . As a result, the stability of the upholstery concrete 5 during an earthquake can be increased.
さらに、定着鉄筋６を盛土補強材３の垂下部３２の上部に引っ掛けておけば、張コンクリート５の変位発生後の早い段階から定着力が発揮されるようになる。また、たとえ最初に引っ掛けた箇所の補強材ストランドが破断しても、その下方の目の補強材ストランドに定着鉄筋６が引っ掛かるので、急激に定着力が減少するのを防ぐことができる。 Furthermore, if the anchoring reinforcing bar 6 is hooked on the upper part of the hanging portion 32 of the embankment reinforcing material 3, the anchoring force will be exerted from an early stage after the displacement of the upholstery concrete 5. Further, even if the reinforcing material strand at the first hooked position is broken, the fixing reinforcing bar 6 is hooked on the reinforcing material strand below the eye, so that it is possible to prevent the fixing force from suddenly decreasing.
このような定着鉄筋６の形状は、Ｚ字状であれば鉄筋を折り曲げ加工することで容易に製作することができる。また、Ｚ字状であれば高さの調整もし易いので、鉄筋体４と垂下部３２との離隔に合わせて、形状を調整することができる。さらに、Ｚ字状であれば、真っ直ぐに延びる下片部６２を垂下部３２の目に挿し込んで引っ掛けた状態にすることが容易にできる。 If the fixing rebar 6 has a Z-shape, it can be easily manufactured by bending the rebar. If the shape is a Z-shape, the height can be easily adjusted. Therefore, the shape can be adjusted according to the separation between the reinforcing bar 4 and the hanging portion 32. Furthermore, if it is Z-shaped, the lower piece portion 62 that extends straight can be easily inserted into the eye of the hanging portion 32 and hooked.
以上、図面を参照して、本発明の実施の形態を詳述してきたが、具体的な構成は、この実施の形態に限らず、本発明の要旨を逸脱しない程度の設計的変更は、本発明に含まれる。 Although the embodiment of the present invention has been described in detail with reference to the drawings, the specific configuration is not limited to this embodiment, and design changes that do not depart from the gist of the present invention may be made in the present invention. Included in the invention.
例えば、前記実施の形態では、略Ｚ字形の定着鉄筋６を例に説明したが、これに限定されるものではなく、略Ｓ字形、略Ｌ字形など垂下部３２の目に挿し込んで引っ掛けられる部分と、鉄筋体４に連結するための部分とを備えた定着材であればよい。 For example, in the above-described embodiment, the anchoring bar 6 having a substantially Z-shape has been described as an example. However, the present invention is not limited to this. It is sufficient that the fixing member has a portion and a portion for connecting to the reinforcing bar 4.
１ ：補強盛土構造
２ ：盛土
２ａ ：のり面
３，３Ａ ：盛土補強材
３１ ：水平敷設部
３２ ：垂下部（垂れ下がり部分、端縁）
４ ：鉄筋体
５ ：張コンクリート（コンクリート体）
６ ：定着鉄筋（定着材）
６１ ：上片部（一端）
６２ ：下片部（他端）
1: Reinforcement embankment structure 2: Embankment 2a: Climbing surface 3, 3A: Embankment reinforcement material 31: Horizontally laid portion 32: Hanging portion (hanging portion, edge)
4: Reinforced body 5: Upholstered concrete (concrete body)
6: Anchoring bar (anchoring material)
61: Upper piece (one end)
62: Lower piece (other end)
Claims (5)
盛土の内部に横方向に敷設されて端縁がのり面に沿って垂れ下げられた盛土補強材と、
前記のり面と略平行に配置された鉄筋体と、
前記鉄筋体に一端が連結されるとともに、他端が前記盛土補強材の目に引っ掛けられた定着材と、
前記鉄筋体及び前記定着材の周囲に充填されて前記のり面を覆うコンクリート体とを備えたことを特徴とする補強盛土構造。 A grid-shaped or mesh-shaped embankment reinforcement material is buried inside the embankment, and the slope is a reinforced embankment structure covered with cast-in-place concrete,
An embankment reinforcement material that is laid horizontally in the embankment and whose edge hangs down the slope.
A reinforcing steel body arranged substantially parallel to the slope,
A fixing material having one end connected to the reinforcing member and the other end hooked to the eye of the embankment reinforcing material,
A reinforcing embankment structure, comprising: a reinforcing member and a concrete member that is filled around the fixing material and covers the slope.
所定の高さまで盛土材を敷き均して成形された上面に盛土補強材を敷設する際に、前記盛土補強材の端縁がのり面に沿って垂れ下げられるように配置する工程と、
前記のり面と略平行に鉄筋体を配置して、前記のり面に垂れ下がった前記盛土補強材の目に前記鉄筋体に連結される定着材を引っ掛ける工程と、
前記鉄筋体及び前記定着材の周囲に前記のり面を覆うようにコンクリートを充填する工程とを備えたことを特徴とする補強盛土の構築方法。 A method for constructing a reinforcing embankment in which a grid-like or net-like embankment reinforcing material is buried inside the embankment, and the slope is covered with cast-in-place concrete,
When laying the embankment reinforcing material on the upper surface formed by spreading and filling the embankment material to a predetermined height, a step of arranging the edge of the embankment reinforcing material so as to hang down along the slope surface,
Arranging a reinforcing member substantially parallel to the slope, and hooking a fixing material connected to the reinforcing member in the eyes of the embankment reinforcing material hanging down on the slope,
Filling the concrete around the reinforcing member and the fixing material so as to cover the slope.
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