JP6082932B1 - Bridge reinforcement structure and method - Google Patents

Bridge reinforcement structure and method Download PDF

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JP6082932B1
JP6082932B1 JP2016171498A JP2016171498A JP6082932B1 JP 6082932 B1 JP6082932 B1 JP 6082932B1 JP 2016171498 A JP2016171498 A JP 2016171498A JP 2016171498 A JP2016171498 A JP 2016171498A JP 6082932 B1 JP6082932 B1 JP 6082932B1
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神島　昭男
昭男 神島
充子 神島
充子 神島
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株式会社神島組
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Abstract

【課題】主桁の形状を問わず、低コストで優れた施工性の橋梁の補強技術を提供する。【解決手段】橋梁の主桁５の長手方向において、互いに離間して主桁５の下面から垂下しながら主桁５に連結される一対の垂設部材７１と、一対の垂設部材７１の間に緊張力を与える緊張部材７２とを備える。また、主桁５に設けられた一対の垂設部材７１のうち、一方端部側の垂設部材７１Ａと、他方端部側の垂設部材７１Ｂとが落橋防止部材８で連結される。【選択図】図１An object of the present invention is to provide a bridge reinforcement technique with excellent workability at low cost regardless of the shape of a main girder. In a longitudinal direction of a main girder 5 of a bridge, a pair of suspended members 71 connected to the main girder 5 while being separated from each other and suspended from the lower surface of the main girder 5, and a pair of the suspended members 71 And a tension member 72 that imparts tension to the body. Of the pair of suspending members 71 provided on the main girder 5, the suspending member 71 </ b> A on one end side and the suspending member 71 </ b> B on the other end side are connected by the falling bridge prevention member 8. [Selection] Figure 1

Description

この発明は、橋梁を補強して耐荷重を増大させる橋梁の補強技術に関するものである。   The present invention relates to a bridge reinforcement technique for reinforcing a bridge and increasing load resistance.

橋梁においては、車両の通過時に大きな荷重を受けるとともに振動する。このため、施工からの経年によって橋梁の構造材料の劣化や材料疲労の蓄積などによって耐力の低下が懸念されている。また、比較的新しい橋梁であっても、設計基準や道路交通法などの法律の改正に伴い、現在の使用条件としては耐荷重が不足してしまうことがある。このような問題を内在している橋梁に対する対策としては、新たに付け替えるのが根本的解決法であるが、多額の費用を要するだけでなく、長期間にわたって橋梁の使用を中止せざるを得ない。   A bridge receives a large load and vibrates when passing through a vehicle. For this reason, with the lapse of time since construction, there is a concern that the proof stress will decrease due to the deterioration of the structural material of the bridge and the accumulation of material fatigue. In addition, even with relatively new bridges, with the revision of laws such as the design standards and the Road Traffic Law, the current use conditions may be insufficient in load capacity. As a countermeasure for bridges that have such problems inherently, the fundamental solution is to replace them, but it is not only expensive, but the use of the bridges must be stopped for a long period of time. .

そこで、橋梁の主桁に緊張力を与えて補強する補強技術が提案されている。例えば特許文献１では、主桁の両側面に取り付けた支持部材にＰＣ鋼より線を取り付け、主桁の両端部に設けられたナットで締め付けて緊張力を与えることで橋梁の補強を行っている。   Therefore, a reinforcing technique for reinforcing the main girder of the bridge with tension is proposed. For example, in Patent Document 1, a steel wire is attached to support members attached to both side surfaces of a main girder, and the bridge is reinforced by tightening with nuts provided at both ends of the main girder to give tension. .

特開平９−３８２３号公報Japanese Patent Laid-Open No. 9-3823

特許文献１に記載の補強構造では、主桁の各側面に対してＰＣ鋼より線を取り付ける必要があり、コスト面で問題があった。また、一方側面での緊張力と他方側面での緊張力とが不均衡になると、主桁に対して予期しない応力を与えてしまい橋梁の耐久性を劣化させてしまう。そのため、両緊張力の調整が不可欠であり、施工性の面で問題があった。また、後の図４に示すように主桁が湾曲している場合には、上記補強構造を適用することができず、汎用性の面で問題があった。   In the reinforcing structure described in Patent Document 1, it is necessary to attach a strand of PC steel to each side surface of the main girder, which has a problem in cost. Moreover, if the tension on one side and the tension on the other side are imbalanced, an unexpected stress is applied to the main girder and the durability of the bridge is deteriorated. Therefore, adjustment of both tensions is indispensable, and there was a problem in terms of workability. Moreover, when the main girder is curved as shown in FIG. 4 later, the reinforcing structure cannot be applied, and there is a problem in versatility.

この発明は、上記課題に鑑みなされたものであり、主桁の形状を問わず、低コストで、かつ優れた施工性で橋梁を補強することができる橋梁の補強技術を提供することを目的とする。   The present invention has been made in view of the above problems, and aims to provide a bridge reinforcement technique that can reinforce a bridge at low cost and with excellent workability regardless of the shape of the main girder. To do.

本発明の第１の態様は、橋梁の補強構造であって、橋梁の主桁の長手方向において互いに離間して主桁の下面から垂下しながら主桁に連結される一対の垂設部材と、一対の垂設部材の間に緊張力を与える緊張部材とを備え、長手方向における主桁の一方端部は橋台上に支持され、一対の垂設部材のうち橋台側の垂設部材は落橋防止部材により橋台と連結されることを特徴としている。 A first aspect of the present invention is a bridge reinforcing structure, a pair of hanging members connected to the main girder while being suspended from the lower surface of the main girder while being separated from each other in the longitudinal direction of the main girder of the bridge, A tension member that applies tension between the pair of suspended members , one end of the main girder in the longitudinal direction is supported on the abutment, and the suspended member on the abutment side of the pair of suspended members prevents falling bridges It is connected to the abutment by a member .

また、本発明の第２の態様は、第１の主桁の長手方向における一方端部と、第２の主桁の長手方向における他方端部とを橋脚上に支持した橋梁を補強する橋梁の補強構造であって、主桁ごとに、主桁の長手方向において互いに離間して主桁の下面から垂下しながら主桁に連結される一対の垂設部材と、一対の垂設部材の間に緊張力を与える緊張部材とが設けられ、第１の主桁に設けられた一対の垂設部材のうち一方端部側の垂設部材と、第２の主桁に設けられた一対の垂設部材のうち他方端部側の垂設部材とが落橋防止部材で連結されることを特徴としている。   The second aspect of the present invention provides a bridge for reinforcing a bridge in which one end in the longitudinal direction of the first main girder and the other end in the longitudinal direction of the second main girder are supported on the pier. A reinforcing structure for each main girder, which is separated from each other in the longitudinal direction of the main girder and is suspended from the lower surface of the main girder and coupled to the main girder, and between the pair of hung members A tension member that provides tension, and a pair of suspended members provided on the first main girder and one pair of suspended members provided on the first main girder and a pair of suspended members provided on the second main girder Among the members, the hanging member on the other end side is connected by a fallen bridge preventing member.

さらに、本発明の第３の態様は、橋梁の補強方法であって、一対の垂設部材を橋梁の主桁の長手方向において互いに離間して主桁の下面から垂下しながら主桁に連結する工程と、緊張部材の一方端部を一対の垂設部材のうちの一方に定着するとともに緊張部材の他方端部を一対の垂設部材のうちの他方に定着して一対の垂設部材との間に緊張力を与える工程と、長手方向における主桁の一方端部を橋台上に支持させるとともに、一対の垂設部材のうち橋台側の垂設部材を落橋防止部材により橋台と連結する工程とを備えることを特徴としている。 Furthermore, a third aspect of the present invention is a method for reinforcing a bridge, wherein a pair of suspended members are separated from each other in the longitudinal direction of the main girder of the bridge and connected to the main girder while hanging down from the lower surface of the main girder. And fixing one end of the tension member to one of the pair of hanging members and fixing the other end of the tension member to the other of the pair of hanging members. A step of applying a tension force between them, a step of supporting one end portion of the main girder in the longitudinal direction on the abutment, and a step of connecting the suspension member on the abutment side of the pair of suspension members to the abutment by the falling bridge prevention member; It is characterized by having.

このように構成された発明では、主桁の下面に対して一対の垂設部材が設けられ、当該一対の垂設部材の間に緊張部材によって緊張力が与えられる。この緊張力による主桁の下面側から補強によって橋梁の荷重力が高められる。   In the invention configured as described above, a pair of hanging members is provided on the lower surface of the main girder, and a tension force is applied between the pair of hanging members by the tension member. The load force of the bridge is increased by reinforcement from the lower surface side of the main girder due to this tension.

以上のように構成された発明では、一対の垂設部材の間に緊張力を与えることのみによって橋梁の荷重力を高めることができ、従来技術に比べて次のような利点を有している。すなわち、橋梁の補強に要する費用を抑えることができる。また、橋梁の補強の調整作業を簡素化することができ、施工性に優れている。また、主桁の下面に設けた一対の垂設部材に緊張力を与えればよいため、任意の形状を有する主桁を有する橋梁に対して本発明を適用することができ、優れた汎用性を有している。   In the invention configured as described above, the load force of the bridge can be increased only by applying a tension force between the pair of suspending members, and has the following advantages over the prior art. . That is, the cost required for reinforcing the bridge can be suppressed. In addition, the adjustment work for reinforcing the bridge can be simplified, and the workability is excellent. Moreover, since it is only necessary to give tension to the pair of suspended members provided on the lower surface of the main girder, the present invention can be applied to a bridge having a main girder having an arbitrary shape, and has excellent versatility. Have.

本発明にかかる補強構造の第１実施形態を適用した橋梁の部分側面図である。It is a partial side view of a bridge to which a first embodiment of a reinforcing structure according to the present invention is applied. 図１の橋梁を下方から見た底面図である。It is the bottom view which looked at the bridge of FIG. 1 from the downward direction. 補強構造の一構成要素である垂設部材を示す斜視図である。It is a perspective view which shows the hanging member which is one component of a reinforcement structure. 本発明にかかる補強構造の第２実施形態を適用した橋梁を下方から見た底面図である。It is the bottom view which looked at the bridge which applied 2nd Embodiment of the reinforcement structure concerning this invention from the downward direction. 本発明にかかる補強構造の第３実施形態を適用した橋梁を下方から見た底面図である。It is the bottom view which looked at the bridge which applied 3rd Embodiment of the reinforcement structure concerning this invention from the downward direction. 第３実施形態における、垂設部材に対する緊張部材および落橋防止部材の定着状況を示す斜視図である。It is a perspective view which shows the fixation condition of the tension | tensile_strength member and falling-bridge prevention member with respect to a suspending member in 3rd Embodiment.

図１は本発明にかかる補強構造の第１実施形態を適用した橋梁の部分側面図である。また、図２は図１の橋梁を下方から見た底面図であり、同図では橋台および橋脚を破線で示している。さらに、図３は補強構造を構成する垂設部材の構成を示す斜視図である。この橋梁１は、２つの橋台２（左端側の橋台のみ図示し、右端側の橋台は不図示）の間に複数の橋脚３が直線状に配置されている。これら橋台２および橋脚３の配列方向Ｘは後で説明する主桁の長手方向と一致している。また、橋台２および橋脚３の各橋座の上には、複数（本実施形態では「３」個）の支承部４が方向Ｘと直交する水平方向Ｙに一定の間隔で載置されており、橋台２とそれに隣接する橋脚３との間では３組の支承部対が設けられ、互いに隣接する橋脚３の間でも３組の支承部対が設けられている。そして、各支承部対の間に主桁５が載置されている。つまり、各支承部対では、そのうちの一方の支承部４に対して主桁５の一方端部が載置されるとともに他方の支承部４に対して主桁５の他方端部が載置されている。また、図示を省略するが、上記のようにして設けられた複数の主桁５に対して横桁が設けられるとともに縦桁が設けられている。そして、それらの上に床版６が設けられている。   FIG. 1 is a partial side view of a bridge to which a first embodiment of a reinforcing structure according to the present invention is applied. FIG. 2 is a bottom view of the bridge of FIG. 1 as viewed from below. In FIG. 2, the abutment and the pier are indicated by broken lines. Further, FIG. 3 is a perspective view showing a configuration of a hanging member constituting the reinforcing structure. In this bridge 1, a plurality of piers 3 are linearly arranged between two abutments 2 (only the left end abutment is shown, and the right end abutment is not shown). The arrangement direction X of these abutments 2 and piers 3 coincides with the longitudinal direction of the main girder described later. In addition, a plurality of (in this embodiment, “3”) support portions 4 are placed on each bridge base of the abutment 2 and the pier 3 at a constant interval in the horizontal direction Y orthogonal to the direction X. Three pairs of support portions are provided between the abutment 2 and the adjacent pier 3, and three pairs of support portions are also provided between the piers 3 adjacent to each other. And the main girder 5 is mounted between each bearing part pair. That is, in each bearing part pair, one end part of the main beam 5 is placed on one of the bearing parts 4 and the other end part of the main beam 5 is placed on the other bearing part 4. ing. Although not shown, a horizontal beam and a vertical beam are provided for the plurality of main beams 5 provided as described above. And the floor slab 6 is provided on them.

本実施形態では、各主桁５に対して補強構造体７が取り付けられて橋梁１の耐荷重を高めている。補強構造体７は、主桁５の長手方向Ｘにおいて互いに離間して主桁５の下面５１から垂下しながら主桁５に直接連結される一対の垂設部材７１Ａ，７１Ｂと、一対の垂設部材７１Ａ，７１Ｂを連結して緊張力を与える緊張部材７２とを備えている。垂設部材７１Ａ，７１Ｂはいずれも図３に示すようにＩ鋼のＹ方向端部に対して倒立直角三角形状の補強リブを一体化したものであり、上側平面部位７１１が下側平面部位７１２よりも若干方向Ｘに幅広となり、主桁５の下面５１に密着可能に仕上げられている。そして、上側平面部位７１１を主桁５の下面５１に密着させた状態で上側平面部位７１１を主桁５に溶接して取り付けている。これによって、垂設部材７１Ａ，７１Ｂが主桁５に直接強固に連結される。もちろん、連結態様はこれに限定されるものではなく、溶接以外に、ボルトなどの締結金具によって連結するように構成してもよい。   In the present embodiment, a reinforcing structure 7 is attached to each main girder 5 to increase the load resistance of the bridge 1. The reinforcing structure 7 includes a pair of suspended members 71A and 71B that are spaced apart from each other in the longitudinal direction X of the main beam 5 and are directly coupled to the main beam 5 while hanging from the lower surface 51 of the main beam 5. The tension member 72 which connects the members 71A and 71B and gives tension force is provided. As shown in FIG. 3, the hanging members 71 </ b> A and 71 </ b> B are each formed by integrating reinforcing ribs having an inverted right triangle shape with respect to the Y direction end of the I steel, and the upper plane portion 711 is the lower plane portion 712. It is slightly wider in the direction X, and is finished so as to be in close contact with the lower surface 51 of the main girder 5. The upper plane part 711 is attached to the main girder 5 by welding with the upper plane part 711 being in close contact with the lower surface 51 of the main girder 5. Thus, the hanging members 71A and 71B are directly and firmly connected to the main beam 5. Of course, a connection aspect is not limited to this, In addition to welding, you may comprise so that it may connect with fastening metal fittings, such as a volt | bolt.

また、本実施形態では、各垂設部材対では、垂設部材７１Ａ，７１Ｂは、図１に示すように、長手方向Ｘにおいて支間長よりも若干短い長さだけＸ方向に離間し、しかも補強リブが互いに対向する状態で主桁５の下面５１に連結されている。そして、垂設部材７１Ａ，７１Ｂの間に緊張部材７２が張装されている。緊張部材７２は、本実施形態では、２本のＰＣ鋼棒７２１と、カプラー７２２と、定着ナット７２３とを有している。２本のＰＣ鋼棒７２１はカプラー７２２により接続されて垂設部材７１Ａ，７１Ｂの間隔と同程度の長さの長尺体７２４となっている。そして、当該長尺体７２４の一方端部を垂設部材７１Ａに設けられた貫通孔に挿通するとともに、他方端部を垂設部材７１Ｂに設けられた貫通孔に挿通した後で、長尺体７２４の両端部に対して定着ナット７２３を螺嵌して定着させることで垂設部材７１Ａ，７１Ｂの間を緊張する。これによって、垂設部材７１Ａ、７１Ｂの間で主桁５を上方に湾曲させる方向に作用させる応力が作用し、これによって、橋梁１の耐荷重が高められる。なお、本実施形態では、支間長に対応して２本のＰＣ鋼棒７２１を相互接続いているが、１本のＰＣ鋼棒７２１で垂設部材７１Ａ，７１Ｂの間を緊張させることができる場合には、カプラー７２２を用いる必要はなく、ＰＣ鋼棒７２１を上記長尺体７２４として用いることができる。逆に、支間長がＰＣ鋼棒７２１の２本分よりも長い場合には、当該支間長に応じた数のＰＣ鋼棒７２１およびカプラー７２２を用意して上記長尺体７２４を構成すればよい。また、支間長が長くなるにしたがって自重により長尺体７２４の中央部の撓みが大きくなり、また緊張力の変動が発生し易くなるため、図１に示すように、吊下部材７３によってＰＣ鋼棒７２１（あるいはカプラー７２２）を主桁５に対して吊り下げるのが望ましい。もちろん、撓みが問題とならない場合には、吊下部材７３は不要である。なお、本実施形態では、吊下部材７３はゴムや樹脂製のリング部材７３１とリング部材７３１を主桁５に吊着する支持棒７３２とで構成しており、リング部材７３１に長尺体７２４を挿通して支持している。   Moreover, in this embodiment, in each hanging member pair, the hanging members 71A and 71B are separated in the X direction by a length slightly shorter than the span length in the longitudinal direction X, as shown in FIG. The ribs are connected to the lower surface 51 of the main girder 5 so as to face each other. A tension member 72 is stretched between the hanging members 71A and 71B. In the present embodiment, the tension member 72 includes two PC steel bars 721, a coupler 722, and a fixing nut 723. The two PC steel bars 721 are connected by a coupler 722 to form a long body 724 having a length approximately equal to the interval between the hanging members 71A and 71B. And after inserting the one end part of the said elongate body 724 in the through-hole provided in hanging member 71A, and inserting the other end part in the through-hole provided in hanging member 71B, elongate body The fixing nut 723 is screwed and fixed to both ends of the 724, thereby tensioning the hanging members 71A and 71B. As a result, a stress that acts in a direction in which the main girder 5 is bent upward acts between the suspended members 71A and 71B, and thereby the load resistance of the bridge 1 is increased. In the present embodiment, two PC steel bars 721 are connected to each other corresponding to the span length, but when one PC steel bar 721 can tension between the suspended members 71A and 71B. In this case, it is not necessary to use the coupler 722, and the PC steel rod 721 can be used as the long body 724. On the contrary, when the span length is longer than two PC steel bars 721, the above-described long body 724 may be configured by preparing the number of PC steel bars 721 and couplers 722 corresponding to the span length. . Further, as the span length becomes longer, the deflection of the central portion of the long body 724 becomes larger due to its own weight, and the tension force is likely to fluctuate. Therefore, as shown in FIG. It is desirable to suspend the rod 721 (or coupler 722) from the main beam 5. Of course, when bending does not become a problem, the suspending member 73 is unnecessary. In this embodiment, the suspension member 73 includes a ring member 731 made of rubber or resin and a support bar 732 that suspends the ring member 731 on the main beam 5. The elongated member 724 is attached to the ring member 731. Is inserted and supported.

また、本実施形態では、橋台２および補強構造体７を落橋防止部材８と連結している。より具体的には、橋台２に対して最も近接した垂設部材７１Ａ（本発明の「橋台側の垂設部材」に相当）には、上記した補強用の貫通孔以外に、落橋防止用の貫通孔（図示省略）が設けられている。そして、橋台２に取り付けられた落橋防止部材８のＰＣ鋼棒８１が落橋防止用の貫通孔に挿通され、定着ナット８２により垂設部材７１Ａに定着されている。これにより橋台２と、橋台２に隣接した補強構造体７とが連結される。   In this embodiment, the abutment 2 and the reinforcing structure 7 are connected to the falling bridge prevention member 8. More specifically, the hanging member 71A closest to the abutment 2 (corresponding to the “hanging member on the abutment side” of the present invention) is used for preventing a falling bridge in addition to the above-described reinforcing through hole. A through hole (not shown) is provided. Then, the PC steel rod 81 of the falling bridge preventing member 8 attached to the abutment 2 is inserted into the through hole for preventing falling bridges and fixed to the hanging member 71A by the fixing nut 82. Thereby, the abutment 2 and the reinforcement structure 7 adjacent to the abutment 2 are connected.

さらに、各橋脚３の橋座上には、２つの主桁５の端部が支承部４を介して載置されている。これらのうちの一方の主桁５に設けられた補強構造体７と、他方の主桁５に設けられた補強構造体７とが上記と同様にして落橋防止部材８により相互に連結されている。すなわち、互いに隣接した補強構造体７のうちの一方側（例えば図１の左手側）の補強構造体７を構成する他方側（図１の右手側）の垂設部材７１Ｂおよび他方側（図１の右手側）の補強構造体７を構成する一方側（図１の左手側）の垂設部材７１Ａには、落橋防止用の貫通孔（図示省略）がそれぞれ設けられている。そして、落橋防止部材８のＰＣ鋼棒８１の両端部がそれぞれ垂設部材７１Ａ、７１Ｂの落橋防止用の貫通孔に挿通され、定着ナット７２５により垂設部材７１Ａ、７１Ｂに定着されている。これにより隣接した補強構造体７同士が相互に連結される。なお、この実施形態では、隣接した補強構造体７同士を連結しているが、それぞれ橋脚３と落橋防止部材８により連結するように構成してもよい。   Further, the end portions of the two main girders 5 are placed on the bridge seats of the respective piers 3 via the support portions 4. Among these, the reinforcing structure 7 provided on one main girder 5 and the reinforcing structure 7 provided on the other main girder 5 are connected to each other by the falling bridge prevention member 8 in the same manner as described above. . That is, the hanging member 71B on the other side (right hand side in FIG. 1) and the other side (FIG. 1) constituting the reinforcing structure 7 on one side (for example, the left hand side in FIG. 1) of the reinforcing structures 7 adjacent to each other. A through-hole (not shown) for preventing a falling bridge is provided in the hanging member 71A on one side (the left hand side in FIG. 1) constituting the reinforcing structure 7 on the right hand side. Then, both ends of the PC steel rod 81 of the falling bridge preventing member 8 are inserted into through holes for preventing falling bridges of the hanging members 71A and 71B, respectively, and are fixed to the hanging members 71A and 71B by fixing nuts 725. Thereby, the adjacent reinforcement structures 7 are mutually connected. In this embodiment, the adjacent reinforcing structures 7 are connected to each other, but may be configured to be connected by the bridge pier 3 and the falling bridge prevention member 8 respectively.

以上のように、本実施形態では、主桁５の下方側に一対の垂設部材７１Ａ、７１Ｂが設けられ、それらの間に設けられた緊張部材７２によって緊張力を与えることで垂設部材７１Ａ、７１Ｂの間で主桁５を上方に湾曲させる方向に作用させ、これによって橋梁１の荷重力を高めている。このため、主桁５の両側面に対して緊張力を与えていた従来技術に比べ、橋梁１の補強に要する費用を抑えることができる。また、橋梁１の補強の調整作業を簡素化することができ、優れた施工性が得られる。また、主桁５の下面に設けた一対の垂設部材に緊張力を与えればよいため、任意の形状を有する主桁５（例えば図４に示すように湾曲した主桁５）で構成された橋梁１に対して本発明を適用することができ、優れた汎用性を有している。   As described above, in the present embodiment, the pair of suspending members 71A and 71B are provided on the lower side of the main girder 5, and the suspending member 71A is provided by applying a tension force by the tension member 72 provided therebetween. , 71B, the main girder 5 is caused to act in a direction of bending upward, thereby increasing the load force of the bridge 1. For this reason, compared with the prior art which gave tension with respect to the both sides of main girder 5, the cost required for reinforcement of bridge 1 can be held down. Moreover, the adjustment work of reinforcement of the bridge 1 can be simplified, and excellent workability can be obtained. Further, since it is sufficient to apply tension to the pair of suspended members provided on the lower surface of the main girder 5, the main girder 5 has an arbitrary shape (for example, a curved main girder 5 as shown in FIG. 4). The present invention can be applied to the bridge 1 and has excellent versatility.

また、上記実施形態では、各垂設部材７１Ａ、７１Ｂを主桁５に直接連結して一体化しているため、垂設部材７１Ａ、７１Ｂの間に導入される緊張力を主桁５に与えて橋梁１の荷重力を効率的に高めることができる。   Moreover, in the said embodiment, since each suspending member 71A, 71B is directly connected and integrated with the main girder 5, the tension force introduced between the suspending members 71A, 71B is given to the main girder 5. The load force of the bridge 1 can be increased efficiently.

また、主桁５の下面から下方に垂設された一対の垂設部材７１Ａ、７１Ｂの間に緊張力を与えており、主桁５の下面から離れた位置で緊張力を与えているため、１つの補強構造体７により得られる荷重力の増加分は従来技術に比べて高く、効率的な橋梁補強が可能となっている。   In addition, tension is applied between the pair of suspended members 71A and 71B suspended downward from the lower surface of the main girder 5, and tension is applied at a position away from the lower surface of the main girder 5, The increase in load force obtained by one reinforcing structure 7 is higher than that of the prior art, and efficient bridge reinforcement is possible.

また、垂設部材７１Ａ、７１Ｂに対して緊張力を与えており、当該緊張力は垂設部材７１Ａを垂設部材７１Ｂ側に、また垂設部材７１Ｂを垂設部材７１Ａ側に倒す方向に作用するが、各垂設部材７１Ａ、７１Ｂは落橋防止部材８に連結され、これによって垂設部材７１Ａ、７１Ｂの倒れが効果的に防止されている。つまり、落橋防止部材８は本来の機構、つまり落橋防止機能以外に、各垂設部材７１Ａ、７１Ｂが倒れるのを防止する機能も発揮している。   Further, tension is applied to the hanging members 71A and 71B, and the tension acts in a direction in which the hanging member 71A is tilted toward the hanging member 71B and the hanging member 71B is tilted toward the hanging member 71A. However, the suspending members 71A and 71B are connected to the falling bridge prevention member 8, and thereby the suspending members 71A and 71B are effectively prevented from falling. That is, the falling bridge prevention member 8 also exhibits a function of preventing the vertical members 71A and 71B from falling down in addition to the original mechanism, that is, the falling bridge prevention function.

なお、本発明は上記実施形態に限定されるものではなく、その趣旨を逸脱しない限りにおいて上述したものに対して種々の変更を加えることが可能である。例えば、上記実施形態では、橋台２、橋脚３および主桁５が直線状に配置された橋梁１に対して本発明を適用しているが、図４に示すように、主桁５が上方からの平面視で湾曲している場合にも、主桁５の下方側に補強構造体７を設けることで第１実施形態と同様の作用効果が得られる。   The present invention is not limited to the above-described embodiment, and various modifications can be made to the above-described one without departing from the spirit of the present invention. For example, in the above embodiment, the present invention is applied to the bridge 1 in which the abutment 2, the pier 3 and the main girder 5 are arranged in a straight line. However, as shown in FIG. Even when curved in plan view, by providing the reinforcing structure 7 on the lower side of the main girder 5, the same effect as that of the first embodiment can be obtained.

また、上記第１実施形態では橋台２と橋脚３との間ならびに橋脚３の間に３本の主桁５を並設した橋梁１に本発明を適用し、上記第２実施形態では橋台２と橋脚３との間に２本の主桁５を並設した橋梁１に本発明を適用しているが、主桁５の本数はこれらに限定されるものではなく、任意である。   In the first embodiment, the present invention is applied to the bridge 1 in which three main girders 5 are juxtaposed between the abutment 2 and the pier 3 and between the piers 3. In the second embodiment, the abutment 2 and Although the present invention is applied to the bridge 1 in which two main girders 5 are juxtaposed with the pier 3, the number of the main girders 5 is not limited to these and is arbitrary.

また、図２に示す実施形態では、橋台と垂設部材７１Ａとを１つの落橋防止部材８で連結しているが、例えば図５に示すように支承部４をＹ方向から挟み込むように配置された２本の落橋防止部材８で連結してもよい。この場合、図６に示すように、垂設部材７１Ａでの落橋防止部材８の定着位置Ｐ８、Ｐ８は一定の距離だけ離れている。ここで、垂設部材７１Ａに対する緊張部材７２の定着位置Ｐ７２が定着位置Ｐ８、Ｐ８の間に位置するように緊張部材７２を施工すると、垂設部材７１Ａに作用する応力のバランスが取れ、橋梁１をより安定して補強することができる。また、支承部４を挟み込んでいるため、落橋をさらに効果的に防止することができる。なお、２本の落橋防止部材８の間に配置する緊張部材７２の数は１本に限定されるものではなく、任意である。   In the embodiment shown in FIG. 2, the abutment and the hanging member 71 </ b> A are connected by one falling bridge prevention member 8, but for example, as shown in FIG. 5, the support part 4 is arranged so as to be sandwiched from the Y direction. Alternatively, the two fallen bridge prevention members 8 may be connected. In this case, as shown in FIG. 6, the fixing positions P8 and P8 of the falling-bridge preventing member 8 in the hanging member 71A are separated by a certain distance. Here, when the tension member 72 is constructed so that the fixing position P72 of the tension member 72 with respect to the hanging member 71A is located between the fixing positions P8 and P8, the stress acting on the hanging member 71A is balanced, and the bridge 1 Can be reinforced more stably. Moreover, since the support part 4 is inserted | pinched, a falling bridge can be prevented further effectively. The number of tension members 72 arranged between the two falling bridge prevention members 8 is not limited to one, but is arbitrary.

これらの点については、図５に示すように、橋脚３を挟んで対向配置された２つの垂設部材７１Ａ、７１Ｂとを２本の落橋防止部材８で連結する場合にも、各垂設部材７１Ａ、７１Ｂにおいて、緊張部材７２の定着位置Ｐ７２が定着位置Ｐ８、Ｐ８の間に位置するように緊張部材７２を施工してもよく、上記と同様の作用効果が得られる。これらの点については、図４に示す橋梁１に対して同様である。   As for these points, as shown in FIG. 5, each hanging member is also used when two hanging members 71 </ b> A and 71 </ b> B arranged opposite to each other with the bridge pier 3 interposed therebetween are connected by two falling bridge preventing members 8. In 71A and 71B, the tension member 72 may be constructed so that the fixing position P72 of the tension member 72 is located between the fixing positions P8 and P8, and the same effect as described above can be obtained. About these points, it is the same with respect to the bridge 1 shown in FIG.

また、上記においては、落橋防止部材８を複数本に設定する場合について説明したが、緊張部材７２の本数を増加させる場合も同様である。垂設部材７１Ａ、７１Ｂに対して例えば２本の緊張部材７２が定着されるとき、それら２つの定着位置の間に、落橋防止部材８が定着されるように構成することで上記と同様の作用効果が得られる。この点については、図４に示す橋梁１に対しても同様である。   Moreover, in the above, although the case where the falling bridge prevention member 8 was set to two or more was demonstrated, it is the same also when increasing the number of the tension members 72. FIG. For example, when the two tension members 72 are fixed to the hanging members 71A and 71B, the fall bridge prevention member 8 is fixed between the two fixing positions, so that the same operation as described above is achieved. An effect is obtained. This is the same for the bridge 1 shown in FIG.

また、垂設部材７１Ａ、７１Ｂの間での緊張部材７２の本数は１本や２本に限定されるものではなく、任意である。また、橋台と垂設部材７１Ａとを連結する落橋防止部材８や橋脚３を挟んで対向配置された２つの垂設部材７１Ａ、７１Ｂとを連結する落橋防止部材８の本数も１本や２本に限定されるものではなく、任意である。   Further, the number of tension members 72 between the hanging members 71A and 71B is not limited to one or two, but is arbitrary. Also, the number of the fallen bridge preventing member 8 that couples the abutment and the suspended member 71A and the fallen bridge preventing member 8 that couples the two suspended members 71A and 71B that are arranged opposite to each other with the pier 3 interposed therebetween are also reduced to one or two. It is not limited and is arbitrary.

また、上記実施形態では、ＰＣ鋼棒８１によって垂設部材７１Ａ、７１Ｂの間に緊張力を与えているが、ＰＣ鋼棒８１以外に連結部材、例えばＰＣ鋼より線などを用いることができる。   Moreover, in the said embodiment, although tension | tensile_strength is given between the suspending members 71A and 71B with the PC steel rod 81, a connecting member other than the PC steel rod 81, for example, a strand of PC steel can be used.

この発明は、主桁に緊張力を与えて橋梁を補強する補強技術全般に適用することができる。   The present invention can be applied to all reinforcement techniques for reinforcing a bridge by applying tension to a main girder.

１…橋梁
２…橋台
３…橋脚
５…主桁
７…補強構造体
８…落橋防止部材
５１…（主桁の）下面
７１Ａ…（第１）垂設部材
７１Ｂ…（第２）垂設部材
７２…緊張部材
７２１…ＰＣ鋼棒
８１、７１１…上側平面部位
Ｘ…（主桁の）長手方向

DESCRIPTION OF SYMBOLS 1 ... Bridge 2 ... Abutment 3 ... Bridge pier 5 ... Main girder 7 ... Reinforcement structure 8 ... Falling bridge prevention member 51 ... (main girder) lower surface 71A ... (1st) Hanging member 71B ... (2) Hanging member 72 ... tension member 721 ... PC steel bar 81, 711 ... upper plane part X ... (main girder) longitudinal direction

Claims (7)

橋梁の主桁の長手方向において互いに離間して前記主桁の下面から垂下しながら前記主桁に連結される一対の垂設部材と、
前記一対の垂設部材の間に緊張力を与える緊張部材とを備え、
前記長手方向における前記主桁の一方端部は橋台上に支持され、
前記一対の垂設部材のうち前記橋台側の前記垂設部材は落橋防止部材により前記橋台と連結される
ことを特徴とする橋梁の補強構造。 A pair of suspended members coupled to the main girder while being suspended from the lower surface of the main girder in the longitudinal direction of the main girder of the bridge;
A tension member that applies tension between the pair of hanging members ;
One end of the main girder in the longitudinal direction is supported on an abutment,
The bridge reinforcing structure , wherein the hanging member on the abutment side of the pair of hanging members is connected to the abutment by a falling bridge preventing member . 請求項１に記載の橋梁の補強構造であって、
２つの前記落橋防止部材により前記橋台側の前記垂設部材と前記橋台と連結し、
前記橋台側の前記垂設部材では、前記２つの落橋防止部材と定着される定着位置の間に、前記緊張部材が定着される橋梁の補強構造。 The bridge reinforcing structure according to claim 1 ,
Connecting the abutment member on the abutment side and the abutment by the two falling bridge prevention members,
In the hanging member on the abutment side, a bridge reinforcing structure in which the tension member is fixed between the two fallen bridge prevention members and the fixing position. 請求項１に記載の橋梁の補強構造であって、
２つの前記緊張部材により前記一対の垂設部材を連結し、
前記橋台側の前記垂設部材では、前記２つの緊張部材と定着される定着位置の間に、前記落橋防止部材が定着される橋梁の補強構造。 The bridge reinforcing structure according to claim 1 ,
The pair of hanging members are connected by the two tension members,
In the hanging member on the abutment side, a bridge reinforcing structure in which the falling bridge prevention member is fixed between the two tension members and a fixing position where the two tension members are fixed. 第１の主桁の長手方向における一方端部と、第２の主桁の長手方向における他方端部とを橋脚上に支持した橋梁を補強する橋梁の補強構造であって、
前記主桁ごとに、前記主桁の長手方向において互いに離間して前記主桁の下面から垂下しながら前記主桁に連結される一対の垂設部材と、前記一対の垂設部材の間に緊張力を与える緊張部材とが設けられ、
前記第１の主桁に設けられた前記一対の垂設部材のうち前記一方端部側の第１垂設部材と、前記第２の主桁に設けられた前記一対の垂設部材のうち前記他方端部側の第２垂設部材とが落橋防止部材で連結されることを特徴とする橋梁の補強構造。 A bridge reinforcing structure for reinforcing a bridge in which one end portion in the longitudinal direction of the first main girder and the other end portion in the longitudinal direction of the second main girder are supported on a bridge pier,
For each of the main girders, a pair of suspended members that are separated from each other in the longitudinal direction of the main girders and are suspended from the lower surface of the main girders and coupled to the main girders, and tension between the pair of suspended members A tension member that provides force,
Of the pair of suspended members provided on the first main girder, the first suspended member on the one end side and the pair of suspended members provided on the second main girder A bridge reinforcement structure, characterized in that a second hanging member on the other end side is connected by a falling bridge prevention member. 請求項４に記載の橋梁の補強構造であって、
２つの前記落橋防止部材により前記第１垂設部材と前記第２垂設部材とを連結し、
前記第１垂設部材および前記第２垂設部材の各々では、前記２つの落橋防止部材と定着される定着位置の間に、前記緊張部材が定着される橋梁の補強構造。 The bridge reinforcing structure according to claim 4 ,
The first hanging member and the second hanging member are connected by the two falling bridge prevention members,
In each of the first suspending member and the second suspending member, a bridge reinforcing structure in which the tension member is fixed between the two fallen bridge preventing members and the fixing position where the two members are fixed. 請求項４に記載の橋梁の補強構造であって、
２つの前記緊張部材により第１の主桁に設けられた前記一対の垂設部材を連結し、
２つの前記緊張部材により第２の主桁に設けられた前記一対の垂設部材を連結し、
前記第１垂設部材および前記第２垂設部材の各々では、前記２つの緊張部材と定着される定着位置の間に、前記落橋防止部材が定着される橋梁の補強構造。 The bridge reinforcing structure according to claim 4 ,
Connecting the pair of hanging members provided on the first main girder by the two tension members;
Connecting the pair of hanging members provided on the second main girder by the two tension members;
In each of the first suspending member and the second suspending member, a bridge reinforcing structure in which the falling bridge prevention member is fixed between the two tension members and a fixing position where the two tension members are fixed. 一対の垂設部材を橋梁の主桁の長手方向において互いに離間して前記主桁の下面から垂下しながら前記主桁に連結する工程と、
緊張部材の一方端部を前記一対の垂設部材のうちの一方に定着するとともに前記緊張部材の他方端部を前記一対の垂設部材のうちの他方に定着して前記一対の垂設部材との間に緊張力を与える工程と、
前記長手方向における前記主桁の一方端部を橋台上に支持させるとともに、前記一対の垂設部材のうち前記橋台側の前記垂設部材を落橋防止部材により前記橋台と連結する工程と
を備えることを特徴とする橋梁の補強方法。 Connecting a pair of suspending members to the main girder while being suspended from the lower surface of the main girder while being spaced apart from each other in the longitudinal direction of the main girder of the bridge;
Fixing one end of the tension member to one of the pair of hanging members and fixing the other end of the tension member to the other of the pair of hanging members; and the step of providing a tension between,
A step of supporting one end of the main girder in the longitudinal direction on an abutment, and connecting the suspended member on the abutment side of the pair of suspended members to the abutment by a falling bridge preventing member; > A method for reinforcing a bridge, comprising:
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Citations (5)

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Publication number Priority date Publication date Assignee Title
JPS52130127A (en) * 1976-04-26 1977-11-01 Yuuji Kawai Execution method of steel composite girder bridge
JPH06322715A (en) * 1993-05-14 1994-11-22 Sho Bond Constr Co Ltd Stress improvement method of girder section
JPH0931920A (en) * 1995-07-25 1997-02-04 Shinko Kosen Kogyo Kk Reinforcing structure for structural body
JP2003138521A (en) * 2001-11-07 2003-05-14 Ishikawajima Constr Materials Co Ltd Re placing method for slab
JP2015040398A (en) * 2013-08-21 2015-03-02 東日本旅客鉄道株式会社 Bridge fall prevention structure

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS52130127A (en) * 1976-04-26 1977-11-01 Yuuji Kawai Execution method of steel composite girder bridge
JPH06322715A (en) * 1993-05-14 1994-11-22 Sho Bond Constr Co Ltd Stress improvement method of girder section
JPH0931920A (en) * 1995-07-25 1997-02-04 Shinko Kosen Kogyo Kk Reinforcing structure for structural body
JP2003138521A (en) * 2001-11-07 2003-05-14 Ishikawajima Constr Materials Co Ltd Re placing method for slab
JP2015040398A (en) * 2013-08-21 2015-03-02 東日本旅客鉄道株式会社 Bridge fall prevention structure

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