JP6838808B2 - Reinforcement structure and method of abutment - Google Patents
Reinforcement structure and method of abutment Download PDFInfo
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- JP6838808B2 JP6838808B2 JP2017074940A JP2017074940A JP6838808B2 JP 6838808 B2 JP6838808 B2 JP 6838808B2 JP 2017074940 A JP2017074940 A JP 2017074940A JP 2017074940 A JP2017074940 A JP 2017074940A JP 6838808 B2 JP6838808 B2 JP 6838808B2
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Description
本開示は、橋台の補強構造及び方法に関するものである。 The present disclosure relates to a pier reinforcement structure and method.
従来、鉄道や道路の橋梁において、橋桁を支持する橋台の多くは、背面が盛土構造として構築されている。このような橋台は、地震発生時の振動で背面の盛土から瞬間的に離れると、その隙間に盛土が押し出されてきて、元の姿勢に戻れなくなってしまうことがある。この現象が繰り返されると、背面の盛土が沈下したり、橋台の躯体が損傷したり変形したりしてしまう恐れがある。 Conventionally, in railway and road bridges, most of the abutments that support the bridge girder are constructed with the back surface as an embankment structure. When such an abutment momentarily separates from the embankment on the back surface due to vibration at the time of an earthquake, the embankment may be pushed out into the gap and it may not be possible to return to the original posture. If this phenomenon is repeated, the embankment on the back surface may sink, and the pier frame may be damaged or deformed.
そこで、橋台の側面の背面盛土を掘削して側面補強ブロックを打設し、該側面補強ブロックを橋台と一体化するとともに、背面盛土の周囲を囲む擁壁に棒状補強材を打設した後に擁壁の外側に補強壁を構築する橋台と背面盛土の補強方法が提案されている（例えば、特許文献１参照。）。 Therefore, the back embankment on the side surface of the abutment is excavated and a side reinforcement block is placed, the side reinforcement block is integrated with the abutment, and a rod-shaped reinforcing material is placed on the retaining wall surrounding the surrounding of the back embankment. A method for reinforcing a pier and a back embankment for constructing a reinforcing wall on the outside of the wall has been proposed (see, for example, Patent Document 1).
しかしながら、前記従来の技術では、橋台の側面の背面盛土を大きく掘削して側面補強ブロックを打設する必要があるので、コストもかかり、大規模な工事が必要となるため、必ずしもすべての橋台に適用することができない。 However, in the above-mentioned conventional technique, since it is necessary to excavate a large amount of back embankment on the side surface of the abutment and place a side reinforcement block, it is costly and requires a large-scale construction. Therefore, not all abutments are required. Cannot be applied.
ここでは、前記従来の技術の問題点を解決して、簡素な構成でありながら実用上十分強度を付与するように橋台を補強することができるとともに、コストを低減することができる橋台の補強構造及び方法を提供することを目的とする。 Here, the problem of the conventional technique can be solved, and the pier can be reinforced so as to give sufficient strength for practical use while having a simple structure, and the cost can be reduced. And to provide a method.
そのために、橋台の補強構造においては、背面に盛土を有し、橋桁を支持する橋台の補強構造であって、前記盛土の上部における法面に打設された複数の棒状補強体であって、前記橋桁の延在する方向と平行に延在する列を形成するように並べられた棒状補強体と、前記橋桁の延在する方向と平行に延在する直線状の棒材である連結部材であって、前記橋台の側面から少なくとも一部が突設するアンカーボルトに結合されるとともに、前記法面から少なくとも一部が突設する棒状補強体の基端に結合された連結部材と、を備える。 Therefore, in the reinforcement structure of the abutment, it is a reinforcement structure of the abutment which has an embankment on the back surface and supports the bridge girder, and is a plurality of rod-shaped reinforcements cast on the slope at the upper part of the embankment. Anchor bolts arranged so as to form a row extending parallel to the extending direction of the bridge girder, and a connecting member which is a linear rod extending parallel to the extending direction of the bridge girder. It is provided with a connecting member which is connected to an anchor bolt which is at least partially projecting from the side surface of the abutment and is connected to the base end of a rod-shaped reinforcing body which is at least partially projecting from the slope. ..
更に他の橋台の補強構造においては、さらに、前記連結部材は、鋼製又は鉄筋コンクリート製の棒材である。 In yet another pier reinforcement structure, the connecting member is a steel or reinforced concrete bar.
更に他の橋台の補強構造においては、さらに、前記橋桁の延在する方向と直交する方向に延在する補助連結部材であって、前記橋台の前面から少なくとも一部が突設するアンカーボルトに結合されるとともに、長手方向の一端が前記連結部材の先端に結合された補助連結部材を更に備える。 In the reinforcing structure of yet another pier, it is an auxiliary connecting member extending in a direction orthogonal to the extending direction of the pier, and is coupled to an anchor bolt at least partially protruding from the front surface of the pier. At the same time, an auxiliary connecting member having one end in the longitudinal direction connected to the tip of the connecting member is further provided.
更に他の橋台の補強構造においては、さらに、前記連結部材は前記橋台の両側面にそれぞれ配設され、前記補助連結部材は長手方向の両端がそれぞれの連結部材の先端に結合される。 In still another pier reinforcement structure, the connecting members are further arranged on both side surfaces of the pier, and both ends of the auxiliary connecting member in the longitudinal direction are connected to the tips of the respective connecting members.
橋台の補強方法においては、背面に盛土を有し、橋桁を支持する橋台の補強方法であって、複数の棒状補強体を、前記橋桁の延在する方向と平行に延在する列を形成するように並べて、前記盛土の上部における法面に打設する工程と、前記橋桁の延在する方向と平行に延在する直線状の棒材である連結部材を、前記橋台の側面から少なくとも一部が突設するアンカーボルトに結合するとともに、前記法面から少なくとも一部が突設する棒状補強体の基端に結合する工程と、を含む。
The method of reinforcing the abutment is a method of reinforcing the abutment having an embankment on the back surface and supporting the bridge girder, in which a plurality of rod-shaped reinforcing bodies form a row extending in parallel with the extending direction of the bridge girder. At least a part of the step of placing the bolts on the slope at the upper part of the embankment and the connecting member which is a linear bar extending parallel to the extending direction of the pier from the side surface of the pier. Includes a step of connecting to the anchor bolts that project from the slope and at least a part of the rod-shaped reinforcement that projects from the slope to the base end of the rod-shaped reinforcing body.
他の橋台の補強方法においては、さらに、前記橋桁の延在する方向と直交する方向に延在する補助連結部材を、前記橋台の前面から少なくとも一部が突設するアンカーボルトに結合するとともに、前記補助連結部材の長手方向の一端を前記連結部材の先端に結合する工程を更に含む。 In another method for reinforcing the pier, an auxiliary connecting member extending in a direction orthogonal to the extending direction of the pier is further connected to an anchor bolt at least partially projecting from the front surface of the pier, and at the same time. The step of joining one end of the auxiliary connecting member in the longitudinal direction to the tip of the connecting member is further included.
本開示によれば、簡素な構成でありながら実用上十分強度を付与するように橋台を補強することができるとともに、コストを低減することができる橋台の補強構造及び方法を提供することができる。 According to the present disclosure, it is possible to provide a reinforcing structure and method of an abutment that can reinforce the abutment so as to impart sufficient strength for practical use while having a simple structure and can reduce the cost.
以下、本実施の形態について図面を参照しながら詳細に説明する。 Hereinafter, the present embodiment will be described in detail with reference to the drawings.
図１は第１の実施の形態における橋台の補強構造を示す模式図、図２は第１の実施の形態における橋台の補強構造の要部拡大図であって図１におけるＡ部拡大図、図３は第１の実施の形態における枠部材と棒状補強体及びアンカーボルトとの連結を示す模式図、図４は第１の実施の形態における枠部材と棒状補強体との連結を示す断面図であって図１におけるＢ−Ｂ矢視断面図である。なお、図１において、（ａ）は補強前の図、（ｂ）は補強後の図であり、図４において、（ａ）は枠部材が鋼材である例を示す図、（ｂ）は枠部材がコンクリート材である例を示す図である。 FIG. 1 is a schematic view showing a reinforcing structure of the abutment according to the first embodiment, and FIG. 2 is an enlarged view of a main part of the reinforcing structure of the abutment according to the first embodiment. 3 is a schematic view showing the connection between the frame member and the rod-shaped reinforcing body and the anchor bolt in the first embodiment, and FIG. 4 is a cross-sectional view showing the connection between the frame member and the rod-shaped reinforcing body in the first embodiment. It is a cross-sectional view taken along the line BB in FIG. In FIG. 1, (a) is a diagram before reinforcement, (b) is a diagram after reinforcement, FIG. 4 (a) is a diagram showing an example in which the frame member is a steel material, and (b) is a frame. It is a figure which shows the example which the member is a concrete material.
図において、１は、本実施の形態における橋梁であって、橋桁２０及び該橋桁２０の両端をそれぞれ支持する橋台１０を備える。前記橋梁１は、鉄道用のものであっても、道路用のものであっても、いかなる用途のものであってもよいが、ここでは、説明の都合上、鉄道用のものであるとして説明する。また、前記橋桁２０は、鋼鉄製又は鉄筋コンクリート製のものであり、前記橋台１０は、鉄筋コンクリート製のものであるとする。さらに、前記橋台１０の背面には盛土３０が構築されているものとする。さらに、前記橋桁２０及び盛土３０の上面には、レール２１が敷設されているものとする。 In the figure, reference numeral 1 denotes a bridge according to the present embodiment, which includes a bridge girder 20 and an abutment 10 that supports both ends of the bridge girder 20. The bridge 1 may be for railroads, for roads, or for any purpose, but here, for convenience of explanation, it is described as being for railroads. To do. Further, it is assumed that the bridge girder 20 is made of steel or reinforced concrete, and the abutment 10 is made of reinforced concrete. Further, it is assumed that an embankment 30 is constructed on the back surface of the abutment 10. Further, it is assumed that rails 21 are laid on the upper surfaces of the bridge girder 20 and the embankment 30.
なお、本実施の形態において、橋梁１の各部及びその他の部材の構成及び動作を説明するために使用される上、下、左、右、前、後等の方向を示す表現は、絶対的なものでなく相対的なものであり、前記橋梁１の各部及びその他の部材が図に示される姿勢である場合に適切であるが、その姿勢が変化した場合には姿勢の変化に応じて変更して解釈されるべきものである。 In the present embodiment, the expressions indicating the directions of upper, lower, left, right, front, rear, etc. used to explain the configuration and operation of each part of the bridge 1 and other members are absolute. It is not a thing but a relative one, and is appropriate when each part of the bridge 1 and other members are in the posture shown in the figure, but when the posture is changed, it is changed according to the change in the posture. Should be interpreted.
図１（ａ）に示されるように、何も補強がなされていない橋台１０は、前記「背景技術」の項でも説明したように、地震発生時の振動で背面の盛土３０から瞬間的に離れると、その隙間に盛土３０が押し出されてきて、元の姿勢に戻れなくなってしまうことがある。そこで、本実施の形態においては、橋台１０に、図１（ｂ）に示されるような補強構造が付与されている。 As shown in FIG. 1 (a), the unreinforced abutment 10 momentarily separates from the embankment 30 on the back surface due to vibration at the time of an earthquake, as described in the section of "Background technology". Then, the embankment 30 may be pushed out into the gap, and it may not be possible to return to the original posture. Therefore, in the present embodiment, the abutment 10 is provided with a reinforcing structure as shown in FIG. 1 (b).
該補強構造においては、盛土３０に複数の棒状補強体５１が、橋桁２０の延在する方向、すなわち、レール２１の延在する方向と平行に延在する列を形成するように１列に並べられて、打設されている。そして、各棒状補強体５１の基端（盛土３０の法面３１側の端）は連結部材４１に結合されている。該連結部材４１は、レール２１の延在する方向と平行に延在する細長い棒状乃至帯状の部材であって、その先端（橋台１０側の端）近傍の橋台側部分４１ｂ（図３における点線Ｃより左側の部分）は、図２及び３に示されるように、橋台１０に打設されたアンカーボルト６３によって、橋台１０の側面１１に固定されている。 In the reinforcing structure, a plurality of rod-shaped reinforcing bodies 51 are arranged in a row on the embankment 30 so as to form a row extending in the extending direction of the bridge girder 20, that is, in the extending direction of the rail 21. Has been cast. The base end of each rod-shaped reinforcing body 51 (the end of the embankment 30 on the slope 31 side) is connected to the connecting member 41. The connecting member 41 is an elongated rod-shaped or band-shaped member extending in parallel with the extending direction of the rail 21, and is an abutment side portion 41b (dotted line C in FIG. 3) near the tip end (end on the abutment 10 side). The left side portion) is fixed to the side surface 11 of the abutment 10 by the anchor bolts 63 placed on the abutment 10 as shown in FIGS. 2 and 3.
前記連結部材４１は、いかなる材料から成るものであってもよいが、強度等を考慮すると、例えば、鋼製の棒材又は鉄筋コンクリート製の棒材であることが望ましい。図４（ａ）には、連結部材４１が鋼製の棒材、すなわち、鋼材の一種であるＨ形鋼である例が示されているが、鋼材は、必ずしも、Ｈ形鋼である必要はなく、例えば、Ｉ形鋼、溝形鋼、山形鋼、Ｔ形鋼等であってもよい。また、図４（ｂ）には、連結部材４１が鉄筋コンクリート製の棒材である例が示されているが、該棒材の断面は、必ずしも、図示されるような長方形である必要はなく、例えば、Ｕ字形、Ｔ字形等であってもよい。なお、連結部材４１は、鉄筋コンクリート製の棒材である場合には、現場で打設されたものであってもよい。 The connecting member 41 may be made of any material, but in consideration of strength and the like, it is desirable that the connecting member 41 is, for example, a steel bar or a reinforced concrete bar. FIG. 4A shows an example in which the connecting member 41 is a steel bar, that is, an H-shaped steel which is a kind of steel material, but the steel material does not necessarily have to be an H-shaped steel. However, for example, I-shaped steel, channel steel, angle steel, T-shaped steel and the like may be used. Further, FIG. 4B shows an example in which the connecting member 41 is a bar made of reinforced concrete, but the cross section of the bar does not necessarily have to be rectangular as shown. For example, it may be U-shaped, T-shaped, or the like. When the connecting member 41 is a bar made of reinforced concrete, it may be cast at the site.
前記棒状補強体５１は、棒状の部材であって盛土３０に打設可能な部材であれば、いかなる種類のものであってもよいが、ここでは、一般にラディッシュアンカーと称される部材であるものとして説明する。この場合、前記棒状補強体５１は、中空回転軸の周囲に掘削翼と攪拌翼とを設けた図示されない掘削攪拌ロッドによって盛土３０の地中に形成した攪拌土とセメントミルクとの混合体５２と、該混合体５２の中心に位置するセメントミルクから成る図示されない中央補強体と、該中央補強体の中央に位置し、基端（盛土３０の法面３１側の端）を盛土３０の外に露出させた棒状の鋼材から成る芯材５３とを備える部材である（例えば、特許文献２参照。）。
そして、前記芯材５３の基端には雄ねじが形成されており、前記基端は、連結部材４１の盛土側部分４１ａ（図３における点線Ｃより右側の部分）に形成された貫通孔に挿通され、連結部材４１から外方に突出した雄ねじにナット５４が螺合されることによって、連結部材４１に結合される。これにより、各棒状補強体５１の基端は、連結部材４１に確実に結合される。 A male screw is formed at the base end of the core material 53, and the base end is inserted into a through hole formed in the embankment side portion 41a (the portion on the right side of the dotted line C in FIG. 3) of the connecting member 41. Then, the nut 54 is screwed into the male screw protruding outward from the connecting member 41 to be coupled to the connecting member 41. As a result, the base end of each rod-shaped reinforcing body 51 is securely connected to the connecting member 41.
なお、図に示される例において、棒状補強体５１は、盛土３０の上面に平行となるように、すなわち、水平方向に延在し、かつ、レール２１の延在する方向と直交する方向に延在するように打設されているが、いかなる方向に延在するものであってもよい。例えば、前記棒状補強体５１は、その先端が斜め下方を向くように、盛土３０の法面３１と直交する方向に延在するように打設されていてもよいし、レール２１の延在する方向に対して傾斜する方向に延在するように打設されていてもよい。また、棒状補強体５１の直径、長さ、本数、打設される間隔等の数値は、適宜設定することができる。 In the example shown in the figure, the rod-shaped reinforcing body 51 extends parallel to the upper surface of the embankment 30, that is, extends in the horizontal direction and extends in a direction orthogonal to the extending direction of the rail 21. It is cast so that it exists, but it may extend in any direction. For example, the rod-shaped reinforcing body 51 may be cast so as to extend in a direction orthogonal to the slope 31 of the embankment 30 so that the tip thereof faces diagonally downward, or the rail 21 extends. It may be cast so as to extend in a direction inclined with respect to the direction. In addition, numerical values such as the diameter, length, number of rod-shaped reinforcing bodies 51, and spacing between the rod-shaped reinforcing bodies 51 can be appropriately set.
前記アンカーボルト６３は、棒状の鋼材であって、コンクリートに埋め込んで使用するボルトであり、市販されている部材である。そして、前記アンカーボルト６３の先端側の部分は、橋台１０内に埋め込まれて固定され、その基端（橋台１０の側面１１側の端）は橋台１０の側面１１の外に露出している。また、前記アンカーボルト６３の基端には雄ねじが形成されており、前記基端は、連結部材４１の橋台側部分４１ｂに形成された貫通孔に挿通され、連結部材４１から外方に突出した雄ねじにナット６４が螺合されることによって、連結部材４１に結合される。これにより、連結部材４１の橋台側部分４１ｂは、アンカーボルト６３及びナット６４によって、橋台１０の側面１１に確実に結合される。 The anchor bolt 63 is a rod-shaped steel material, which is a bolt used by being embedded in concrete, and is a commercially available member. The tip end side portion of the anchor bolt 63 is embedded and fixed in the pier 10, and its base end (the end on the side surface 11 side of the pier 10) is exposed to the outside of the side surface 11 of the pier 10. Further, a male screw is formed at the base end of the anchor bolt 63, and the base end is inserted into a through hole formed in the abutment side portion 41b of the connecting member 41 and protrudes outward from the connecting member 41. By screwing the nut 64 into the male screw, it is coupled to the connecting member 41. As a result, the abutment side portion 41b of the connecting member 41 is securely connected to the side surface 11 of the abutment 10 by the anchor bolts 63 and the nuts 64.
なお、図３に示される例において、アンカーボルト６３は、レール２１の延在する方向と平行に延在する列を形成するように２列に並べられて、打設されているが、必ずしも２列である必要はなく、１列であっても、３列以上であってもよい。同様に、図３に示される例において、棒状補強体５１は、レール２１の延在する方向と平行に延在する列を形成するように１列に並べられて、打設されているが、必ずしも１列である必要はなく、２列以上であってもよい。 In the example shown in FIG. 3, the anchor bolts 63 are arranged in two rows so as to form a row extending in parallel with the extending direction of the rail 21, but are not necessarily 2. It does not have to be a row, and may be one row or three or more rows. Similarly, in the example shown in FIG. 3, the rod-shaped reinforcing bodies 51 are arranged and placed in a row so as to form a row extending parallel to the extending direction of the rail 21. It does not necessarily have to be one row, and may be two or more rows.
前記棒状補強体５１を盛土３０に打設する部位は、図１及び２に示されるように、盛土３０の上部であることが望ましい。レール２１の延在する方向と直交する方向に関して、橋台１０の側面１１の位置と盛土３０の上部における法面３１の位置とは、ほぼ同じであるか、又は、異なってはいても近接している。そうであるから、直線状の連結部材４１の橋台側部分４１ｂを橋台１０の側面１１に結合させても、法面３１を掘削することなく、又は、掘削するとしてもわずかに掘削するだけで、前記連結部材４１の盛土側部分４１ａを盛土３０の外に露出させた芯材５３の基端に結合させることができる。 As shown in FIGS. 1 and 2, it is desirable that the portion where the rod-shaped reinforcing body 51 is placed on the embankment 30 is the upper part of the embankment 30. With respect to the direction orthogonal to the extending direction of the rail 21, the position of the side surface 11 of the abutment 10 and the position of the slope 31 at the upper part of the embankment 30 are substantially the same, or are different but close to each other. There is. Therefore, even if the abutment side portion 41b of the linear connecting member 41 is connected to the side surface 11 of the abutment 10, the slope 31 is not excavated, or even if it is excavated, it is excavated only slightly. The embankment side portion 41a of the connecting member 41 can be coupled to the base end of the core material 53 exposed to the outside of the embankment 30.
なお、連結部材４１の盛土側部分４１ａを芯材５３の基端に結合させた後、必要に応じて、盛土３０の法面３１の全体を覆うように、又は、掘削した部分のみを覆うように、コンクリート製等の化粧壁乃至補強壁を構築することができる。 After connecting the embankment side portion 41a of the connecting member 41 to the base end of the core material 53, if necessary, cover the entire slope 31 of the embankment 30 or cover only the excavated portion. In addition, it is possible to construct a decorative wall or a reinforcing wall made of concrete or the like.
ここでは、橋桁２０の両端を支持する一対の橋台１０のうちの一方の橋台１０（図１において橋桁２０の右上側端に位置する橋台１０）のみを補強する例についてのみ説明したが、必要に応じて他方の橋台１０（図１において橋桁２０の左下側端に位置する橋台１０）も、同様にして補強することができる。また、ここでは、橋台１０の一方の側面１１及び盛土３０の一方の法面３１（図１において右下側の側面１１及び法面３１）にのみ連結部材４１を結合させた例についてのみ説明したが、必要に応じて橋台１０の他方の側面１１及び盛土３０の他方の法面３１（図１において左上側の側面１１及び法面３１）にも連結部材４１を結合させることができる。 Here, only one of the pair of piers 10 supporting both ends of the pier 20 (the pier 10 located at the upper right end of the pier 20 in FIG. 1) is reinforced, but it is necessary. Accordingly, the other abutment 10 (the abutment 10 located at the lower left end of the bridge girder 20 in FIG. 1) can be reinforced in the same manner. Further, here, only an example in which the connecting member 41 is connected only to one side surface 11 of the abutment 10 and one slope 31 of the embankment 30 (the lower right side surface 11 and the slope 31 in FIG. 1) has been described. However, if necessary, the connecting member 41 can also be connected to the other side surface 11 of the abutment 10 and the other slope 31 of the embankment 30 (the upper left side surface 11 and the slope 31 in FIG. 1).
このように、本実施の形態において、背面に盛土３０を有し、橋桁２０を支持する橋台１０の補強構造は、盛土３０の法面３１に打設された複数の棒状補強体５１であって、橋桁２０の延在する方向と平行に延在する列を形成するように並べられた棒状補強体５１と、橋桁２０の延在する方向と平行に延在する連結部材４１であって、橋台１０の側面１１から少なくとも一部が突設するアンカーボルト６３に結合されるとともに、法面３１から少なくとも一部が突設する棒状補強体５１の基端に結合された連結部材４１と、を備える。 As described above, in the present embodiment, the reinforcing structure of the abutment 10 having the embankment 30 on the back surface and supporting the bridge girder 20 is a plurality of rod-shaped reinforcing bodies 51 cast on the slope 31 of the embankment 30. , The rod-shaped reinforcing bodies 51 arranged so as to form a row extending parallel to the extending direction of the bridge girder 20, and the connecting member 41 extending parallel to the extending direction of the bridge girder 20. It is provided with a connecting member 41 that is connected to an anchor bolt 63 that at least partially protrudes from the side surface 11 of 10 and is connected to the base end of a rod-shaped reinforcing body 51 that at least partially protrudes from the slope 31. ..
また、本実施の形態において、背面に盛土３０を有し、橋桁２０を支持する橋台１０の補強方法は、複数の棒状補強体５１を、橋桁２０の延在する方向と平行に延在する列を形成するように並べて、盛土３０の法面３１に打設する工程と、橋桁２０の延在する方向と平行に延在する連結部材４１を、橋台１０の側面１１から少なくとも一部が突設するアンカーボルト６３に結合するとともに、法面３１から少なくとも一部が突設する棒状補強体５１の基端に結合する工程と、を含んでいる。 Further, in the present embodiment, the method of reinforcing the abutment 10 having the embankment 30 on the back surface and supporting the bridge girder 20 is a row in which a plurality of rod-shaped reinforcing bodies 51 extend in parallel with the extending direction of the bridge girder 20. The step of placing the bridge girder 20 on the slope 31 of the embankment 30 and the connecting member 41 extending parallel to the extending direction of the bridge girder 20 are projected from the side surface 11 of the abutment 10 at least partially. It includes a step of connecting to the anchor bolt 63 to be mounted and at least partially protruding from the slope 31 to the base end of the rod-shaped reinforcing body 51.
これにより、連結部材４１は、橋台１０の側面１１から突設するアンカーボルト６３に結合されるとともに、レール２１の延在する方向と平行に延在する列を形成するように並べられて盛土３０に打設された複数の棒状補強体５１に結合されるので、橋台１０とその背面の盛土３０とを強固に連結する。そうであるから、振動を受けても、橋台１０とその背面の盛土３０とが離れてしまうことがなく、背面の盛土３０が沈下したり、橋台１０が損傷したり変形したりしてしまうことが確実に防止される。したがって、簡素な構成の補強構造で、かつ、簡素な補強方法でありながら、地震等に起因する振動を受けても背面の盛土３０から橋台１０が離れてしまうことがなく、橋台１０は十分に補強される。 As a result, the connecting members 41 are connected to the anchor bolts 63 projecting from the side surface 11 of the abutment 10, and are arranged so as to form a row extending in parallel with the extending direction of the rail 21, and the embankment 30 is formed. Since it is connected to a plurality of rod-shaped reinforcing bodies 51 cast in, the abutment 10 and the embankment 30 on the back surface thereof are firmly connected. Therefore, even if it receives vibration, the abutment 10 and the embankment 30 on the back surface of the abutment 10 will not be separated from each other, and the embankment 30 on the back surface will sink or the abutment 10 will be damaged or deformed. Is definitely prevented. Therefore, although the reinforcement structure has a simple structure and the reinforcement method is simple, the pier 10 does not separate from the embankment 30 on the back surface even if it receives vibration caused by an earthquake or the like, and the pier 10 is sufficiently provided. It will be reinforced.
また、棒状補強体５１は、盛土３０の上部に打設されることが望ましい。この場合、橋台１０の上部がその背面の盛土３０に連結されることになるので、振動を受けた際に橋台１０とその背面の盛土３０とが離れてしまうことがより確実に防止される。さらに、連結部材４１を盛土３０の法面３１から突設する棒状補強体５１の基端に結合する作業を容易に行うことができる。 Further, it is desirable that the rod-shaped reinforcing body 51 is placed on the upper part of the embankment 30. In this case, since the upper part of the abutment 10 is connected to the embankment 30 on the back surface thereof, it is more surely prevented that the embankment 10 and the embankment 30 on the back surface are separated from each other when subjected to vibration. Further, the work of connecting the connecting member 41 to the base end of the rod-shaped reinforcing body 51 projecting from the slope 31 of the embankment 30 can be easily performed.
次に、第２の実施の形態について説明する。なお、第１の実施の形態と同じ構造を有するものについては、同じ符号を付与することによってその説明を省略する。また、前記第１の実施の形態と同じ動作及び同じ効果についても、その説明を省略する。 Next, the second embodiment will be described. For those having the same structure as that of the first embodiment, the description thereof will be omitted by assigning the same reference numerals. Further, the description of the same operation and the same effect as that of the first embodiment will be omitted.
図５は第２の実施の形態における橋台の補強構造を示す模式図である。なお、図において、（ａ）は全体を示す図、（ｂ）は要部拡大図であって（ａ）におけるＤ部拡大図である。 FIG. 5 is a schematic view showing a reinforcing structure of the abutment according to the second embodiment. In the figure, (a) is a view showing the whole, (b) is an enlarged view of a main part, and is an enlarged view of a part D in (a).
本実施の形態において、橋台１０の補強構造は補助連結部材４２を備える。該補助連結部材４２は、連結部材４１と同様の細長い棒状乃至帯状の部材であって、橋桁２０の延在する方向と直交する方向、すなわち、レール２１の延在する方向と直交する方向に延在し、橋台１０に打設されたアンカーボルト６３によって、橋台１０の前面１２に固定されている。また、補助連結部材４２の長手方向の一端は、連結部材４１の先端（橋台１０側の端）に、溶接、ねじ止等の結合手段によって、結合されている。なお、前記補助連結部材４２は、いかなる材料から成るものであってもよいが、連結部材４１と同様に、例えば、鋼製の棒材又は鉄筋コンクリート製の棒材であることが望ましい。 In the present embodiment, the reinforcing structure of the abutment 10 includes an auxiliary connecting member 42. The auxiliary connecting member 42 is an elongated rod-shaped or strip-shaped member similar to the connecting member 41, and extends in a direction orthogonal to the extending direction of the bridge girder 20, that is, in a direction orthogonal to the extending direction of the rail 21. It is present and is fixed to the front surface 12 of the abutment 10 by anchor bolts 63 placed on the abutment 10. Further, one end of the auxiliary connecting member 42 in the longitudinal direction is connected to the tip of the connecting member 41 (the end on the abutment 10 side) by welding, screwing, or other joining means. The auxiliary connecting member 42 may be made of any material, but like the connecting member 41, it is desirable that the auxiliary connecting member 42 is, for example, a steel bar or a reinforced concrete bar.
また、補助連結部材４２は、連結部材４１の橋台側部分４１ｂと同様に、アンカーボルト６３及びナット６４によって、橋台１０の前面１２に結合される。図５に示される例において、アンカーボルト６３は、レール２１の延在する方向と直交する方向に延在する列を形成するように２列に並べられて、打設されているが、必ずしも２列である必要はなく、１列であっても、３列以上であってもよい。 Further, the auxiliary connecting member 42 is connected to the front surface 12 of the abutment 10 by anchor bolts 63 and nuts 64, similarly to the abutment side portion 41b of the connecting member 41. In the example shown in FIG. 5, the anchor bolts 63 are arranged and placed in two rows so as to form a row extending in a direction orthogonal to the extending direction of the rail 21, but not necessarily 2. It does not have to be a row, and may be one row or three or more rows.
ここでは、橋台１０の一方の側面１１及び盛土３０の一方の法面３１（図５において右下側の側面１１及び法面３１）にのみ連結部材４１を結合させた例についてのみ説明したが、必要に応じて橋台１０の他方の側面１１及び盛土３０の他方の法面３１（図５において左上側の側面１１及び法面３１）にも連結部材４１を結合させることができる。この場合、補助連結部材４２を橋台１０の一方の側面１１から他方の側面１１までの範囲に延在するものとし、前記補助連結部材４２の長手方向の両端を各連結部材４１の先端にそれぞれ結合させることが望ましい。 Here, only an example in which the connecting member 41 is connected only to one side surface 11 of the abutment 10 and one slope 31 of the embankment 30 (the lower right side surface 11 and the slope 31 in FIG. 5) has been described. If necessary, the connecting member 41 can also be connected to the other side surface 11 of the abutment 10 and the other slope 31 of the embankment 30 (the upper left side surface 11 and the slope 31 in FIG. 5). In this case, the auxiliary connecting member 42 is assumed to extend from one side surface 11 of the abutment 10 to the other side surface 11, and both ends of the auxiliary connecting member 42 in the longitudinal direction are connected to the tips of the respective connecting members 41. It is desirable to let it.
このように、本実施の形態において、背面に盛土３０を有し、橋桁２０を支持する橋台１０の補強構造は、橋桁２０の延在する方向と直交する方向に延在する補助連結部材４２であって、橋台１０の前面１２から少なくとも一部が突設するアンカーボルト６３に結合されるとともに、長手方向の一端が連結部材４１の先端に結合された補助連結部材４２を更に備える。 As described above, in the present embodiment, the reinforcing structure of the abutment 10 having the embankment 30 on the back surface and supporting the bridge girder 20 is an auxiliary connecting member 42 extending in a direction orthogonal to the extending direction of the bridge girder 20. Therefore, an auxiliary connecting member 42 is further provided, which is connected to an anchor bolt 63 which is at least partially projecting from the front surface 12 of the abutment 10 and whose one end in the longitudinal direction is connected to the tip of the connecting member 41.
また、本実施の形態において、背面に盛土３０を有し、橋桁２０を支持する橋台１０の補強方法は、橋桁２０の延在する方向と直交する方向に延在する補助連結部材４２を、橋台１０の前面１２から少なくとも一部が突設するアンカーボルト６３に結合するとともに、補助連結部材４２の長手方向の一端を連結部材４１の先端に結合する工程を更に含んでいる。 Further, in the present embodiment, the method of reinforcing the abutment 10 having the embankment 30 on the back surface and supporting the bridge girder 20 is to use an auxiliary connecting member 42 extending in a direction orthogonal to the extending direction of the bridge girder 20. It further includes a step of connecting at least a part of the anchor bolt 63 projecting from the front surface 12 of the 10 to the tip of the connecting member 41 at one end in the longitudinal direction of the auxiliary connecting member 42.
これにより、連結部材４１が、橋台１０の側面１１のみならず、補助連結部材４２を介して、橋台１０の前面１２にも結合されるので、橋台１０とその背面の盛土３０とは、より強固に連結される。したがって、振動を受けても、背面の盛土３０が沈下したり、橋台１０が損傷したり変形したりしてしまうことがより確実に防止され、橋台１０はより確実に補強される。 As a result, the connecting member 41 is connected not only to the side surface 11 of the abutment 10 but also to the front surface 12 of the abutment 10 via the auxiliary connecting member 42, so that the abutment 10 and the embankment 30 on the back surface thereof are stronger. Is connected to. Therefore, even if it receives vibration, the embankment 30 on the back surface is more reliably prevented from sinking, and the abutment 10 is more reliably prevented from being damaged or deformed, and the abutment 10 is more reliably reinforced.
なお、本明細書の開示は、好適で例示的な実施の形態に関する特徴を述べたものである。ここに添付された特許請求の範囲内及びその趣旨内における種々の他の実施の形態、修正及び変形は、当業者であれば、本明細書の開示を総覧することにより、当然に考え付くことである。 It should be noted that the disclosure herein describes features relating to preferred and exemplary embodiments. Various other embodiments, modifications and modifications within the scope and purpose of the claims attached herein can be naturally conceived by those skilled in the art by reviewing the disclosure of the present specification. is there.
本開示は、橋台の補強構造及び方法に適用することができる。 The present disclosure can be applied to pier reinforcement structures and methods.
１０ 橋台
１１ 側面
１２ 前面
２０ 橋桁
３０ 盛土
３１ 法面
４１ 連結部材
４２ 補助連結部材
５１ 棒状補強体
６３ アンカーボルト
10 Abutment 11 Side surface 12 Front surface 20 Bridge girder 30 Embankment 31 Slope 41 Connecting member 42 Auxiliary connecting member 51 Rod-shaped reinforcing body 63 Anchor bolt
Claims (6)
前記盛土の上部における法面に打設された複数の棒状補強体であって、前記橋桁の延在する方向と平行に延在する列を形成するように並べられた棒状補強体と、
前記橋桁の延在する方向と平行に延在する直線状の棒材である連結部材であって、前記橋台の側面から少なくとも一部が突設するアンカーボルトに結合されるとともに、前記法面から少なくとも一部が突設する棒状補強体の基端に結合された連結部材と、
を備えることを特徴とする橋台の補強構造。 It is a reinforcement structure of the abutment that has an embankment on the back and supports the bridge girder.
A plurality of rod-shaped reinforcements cast on the slope at the top of the embankment, the rod-shaped reinforcements arranged so as to form a row extending parallel to the extending direction of the bridge girder.
A connecting member which is a linear bar extending parallel to the extending direction of the bridge girder, and is connected to an anchor bolt projecting at least a part from the side surface of the abutment and from the slope. A connecting member connected to the base end of a rod-shaped reinforcing body, which at least a part of which protrudes,
Reinforcement structure of the pier, which is characterized by being equipped with.
複数の棒状補強体を、前記橋桁の延在する方向と平行に延在する列を形成するように並べて、前記盛土の上部における法面に打設する工程と、
前記橋桁の延在する方向と平行に延在する直線状の棒材である連結部材を、前記橋台の側面から少なくとも一部が突設するアンカーボルトに結合するとともに、前記法面から少なくとも一部が突設する棒状補強体の基端に結合する工程と、
を含むことを特徴とする橋台の補強方法。 It is a method of reinforcing the pier that has an embankment on the back and supports the bridge girder.
A step of arranging a plurality of rod-shaped reinforcing bodies so as to form a row extending parallel to the extending direction of the bridge girder and placing them on the slope at the upper part of the embankment.
A connecting member, which is a linear bar extending parallel to the extending direction of the bridge girder, is connected to an anchor bolt at least partially protruding from the side surface of the abutment, and at least a part from the slope. And the process of joining to the base end of the rod-shaped reinforcing body
A method of reinforcing a pier, which is characterized by including.
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| FR2537180B1 (en) * | 1982-12-06 | 1987-01-30 | Vidal Henri | DECK BUILDING BUILT IN STABILIZED EARTH |
| JP4135522B2 (en) * | 2003-02-03 | 2008-08-20 | 株式会社大林組 | Abutment reinforcement method and reinforcement structure |
| JP4965922B2 (en) * | 2006-07-21 | 2012-07-04 | 大成建設株式会社 | Embankment reinforcement structure and embankment body |
| JP5274940B2 (en) * | 2008-08-29 | 2013-08-28 | 公益財団法人鉄道総合技術研究所 | Reinforcing method for embankment and embankment on its back |
| JP5274941B2 (en) * | 2008-08-29 | 2013-08-28 | 公益財団法人鉄道総合技術研究所 | Reinforcing method for embankment and embankment on its back |
| JP5265471B2 (en) * | 2009-07-03 | 2013-08-14 | 東急建設株式会社 | Abutment and bridge girder reinforcement method |
| JP5584520B2 (en) * | 2010-05-31 | 2014-09-03 | 東急建設株式会社 | Reinforcement method of abutment and back embankment |
| JP2011247064A (en) * | 2010-05-31 | 2011-12-08 | Tokyu Construction Co Ltd | Reinforcement method for bridge abutment and back fill |
| JP5661587B2 (en) * | 2011-09-30 | 2015-01-28 | 株式会社箱型擁壁研究所 | Geogrid |
| JP2013241745A (en) * | 2012-05-18 | 2013-12-05 | Railway Technical Research Institute | Method of constructing earthquake-resistant tide embankment according to embankment reinforced earth |
| JP6230278B2 (en) * | 2013-06-05 | 2017-11-15 | ジェイアール東日本コンサルタンツ株式会社 | Ground reinforcement structure and ground reinforcement method |
| JP2015031119A (en) * | 2013-08-06 | 2015-02-16 | 東日本旅客鉄道株式会社 | Ground reinforcement structure |
| JP6219645B2 (en) * | 2013-09-11 | 2017-10-25 | 公益財団法人鉄道総合技術研究所 | Seismic reinforcement method for oblique abutment by reducing earth pressure |
| JP6219644B2 (en) * | 2013-09-11 | 2017-10-25 | 公益財団法人鉄道総合技術研究所 | Seismic reinforcement method for abutments by reducing earth pressure |
| JP2016180205A (en) * | 2015-03-23 | 2016-10-13 | 公益財団法人鉄道総合技術研究所 | Seismic reinforcement structure |
| JP2017020176A (en) * | 2015-07-07 | 2017-01-26 | 公益財団法人鉄道総合技術研究所 | Abutment reinforcement structure and reinforcing method |
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