JP2021188426A - Bridge fall prevention device - Google Patents

Bridge fall prevention device Download PDF

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JP2021188426A
JP2021188426A JP2020096591A JP2020096591A JP2021188426A JP 2021188426 A JP2021188426 A JP 2021188426A JP 2020096591 A JP2020096591 A JP 2020096591A JP 2020096591 A JP2020096591 A JP 2020096591A JP 2021188426 A JP2021188426 A JP 2021188426A
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bridge
prevention device
wire rod
collapse prevention
bearing plate
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JP7417213B2 (en
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裕 新名
Yutaka Niina
裕一 合田
Yuichi Aida
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BBM Co Ltd
Kawakin Core Tech Co Ltd
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BBM Co Ltd
Kawakin Core Tech Co Ltd
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    • YGENERAL 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
    • Y02TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02ATECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A30/00Adapting or protecting infrastructure or their operation
    • Y02A30/30Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways

Abstract

To propose a bridge fall prevention device that does not damage a bridge structure and can prevent a bridge girder from falling even when an unexpected seismic force is applied.SOLUTION: A bridge fall prevention device comprises: a bearing plate 3 fixed to the opposite surface of one bridge girder B1 and another bridge girder B1; a bearing block 4 arranged at a position spaced from the bearing plate 3; a pedestal 5 interposed between the bearing plate 3 and the bearing block 4; a first connection part 61 fixed to the bearing block 4; a wire rod 8 laid between the one bridge girder B1 and the other bridge girder B1; a second connection part 62 fixed to one end of the wire rod 8; and a connection member 7 that connects the first connection part 61 and the second connection part 62. The wire rod 8 penetrates through a through hole 31 formed in the bearing plate 3. The second connection part 62 has a width larger than the inner diameter of the through hole 31 and is connected to the first connection part 61 at a position having a clearance with the bearing plate 3.SELECTED DRAWING: Figure 2

Description

本発明は、橋桁の落下を防止するための落橋防止装置に関する。 The present invention relates to a bridge collapse prevention device for preventing the bridge girder from falling.

橋梁では、地震時等の大きな揺れによって橋桁が下部工から落下するのを防止するために落橋防止装置が設けられている。このような落橋防止装置としては、並設された橋桁同士の間や橋桁と下部構造との間にワイヤーロープにより、大きな地震力が作用した際に橋桁が下部構造から落下することを防止するものがある(例えば特許文献1参照)。 Bridge collapse prevention devices are installed on bridges to prevent the bridge girders from falling from the substructure due to large shaking such as during an earthquake. As such a bridge collapse prevention device, a wire rope is used between the bridge girders arranged side by side or between the bridge girder and the substructure to prevent the bridge girder from falling from the substructure when a large seismic force is applied. (See, for example, Patent Document 1).

ところが、ワイヤーロープは、設計地震力以上の耐力を有していればよく、ワイヤーロープの耐力の上限値は規定されていないのが一般的である。そのため、橋梁に想定外の力(設計地震力を超える力)が作用した際に、ワイヤーロープの耐力が橋梁構造物(取付部)の耐力よりも大きいがために、落橋防止装置よりも先に橋梁構造物に破損が生じるおそれがある。橋梁構造物が破損すると、復旧等に手間と費用がかかる。 However, the wire rope only needs to have a yield strength equal to or higher than the design seismic force, and the upper limit of the yield strength of the wire rope is generally not specified. Therefore, when an unexpected force (force exceeding the design seismic force) acts on the bridge, the yield strength of the wire rope is larger than the yield strength of the bridge structure (mounting part), so it precedes the bridge collapse prevention device. The bridge structure may be damaged. If the bridge structure is damaged, it takes time and money to restore it.

そのため、本出願人等は、橋梁構造物である橋桁に設けられた第一線材と、他の橋梁構造物に設けられた第二線材と、第一線材と第二線材とを連結する連結部材とを備える落橋防止装置を開示している。この落橋防止装置の連結部材の降伏点又は耐力は、設計地震力以上であるとともに当該連結部材の引張強さの上限値が第一線材の橋桁との取付部の耐力および第二線材の他の橋梁構造物との取付部の耐力よりも小さいため、想定外の地震力が作用した場合は、連結部材が先に破断することで、橋梁構造物が破損することを防止できる。 Therefore, the applicants, etc. have a connecting member that connects the first wire rod provided on the bridge girder, which is a bridge structure, the second wire rod provided on another bridge structure, and the first wire rod and the second wire rod. It discloses a bridge collapse prevention device equipped with. The yield strength or proof stress of the connecting member of this bridge fall prevention device is equal to or higher than the design seismic force, and the upper limit of the tensile strength of the connecting member is the proof stress of the attachment part of the first wire to the bridge girder and other of the second wire. Since it is smaller than the yield strength of the mounting portion with the bridge structure, it is possible to prevent the bridge structure from being damaged by breaking the connecting member first when an unexpected seismic force is applied.

特開2014−231721号公報Japanese Unexamined Patent Publication No. 2014-231721 特開2020−045710号公報Japanese Unexamined Patent Publication No. 2020-405710

特許文献2の落橋防止装置は、連結部材が破断することで、橋梁構造物の取付部が破損することを防止するものの、橋梁構造物同士の連結が解除されてしまう。橋梁構造物同士の連結が解除された状態で橋桁が大きく移動すると、橋桁が下部構造から落下するおそれがある。そのため、特許文献2の落橋防止装置を採用する場合には、橋桁が大きく移動した場合であっても、橋桁が落下しない程度の桁かかり長を確保している。一方、桁かかり長を大きくすると、下部構造の構造が大規模になり、施工時の費用や手間がかかる場合がある。 The bridge collapse prevention device of Patent Document 2 prevents the attachment portion of the bridge structure from being damaged due to the breakage of the connecting member, but the connection between the bridge structures is released. If the bridge girder moves significantly while the bridge structures are disconnected from each other, the bridge girder may fall from the substructure. Therefore, when the bridge collapse prevention device of Patent Document 2 is adopted, the girder length is secured to the extent that the bridge girder does not fall even when the bridge girder moves significantly. On the other hand, if the length of the girder is increased, the structure of the substructure becomes large, which may require cost and labor during construction.

このような観点から、本発明は、想定外の地震力が作用した場合であっても、橋梁構造物に損傷が生じることがなく、かつ、橋桁の落下を防止することを可能とした落橋防止装置を提案することを課題とする。 From this point of view, the present invention has made it possible to prevent the bridge structure from being damaged and to prevent the bridge girder from falling even when an unexpected seismic force is applied. The subject is to propose a device.

前記課題を解決するための本発明は、橋梁構造物同士を連結して橋梁構造物の落下を防止する落橋防止装置であって、一方の前記橋梁構造物に形成された第一取付部に固定された支圧板と、前記支圧板から間隔をあけた位置に配設された支圧ブロックと、前記支圧板と前記支圧ブロックとの間に介設された台座と、前記支圧ブロックに固定された第一接続部と、前記支圧板に形成された貫通孔を貫通して一方の前記橋梁構造物と他方の前記橋梁構造物との間に横架された線材と、前記線材の一端に固定された第二接続部と、前記第一接続部と前記第二接続部とを連結する連結部材とを備えている。前記第二接続部は、前記貫通孔の内径よりも大きな幅を有しているとともに、前記支圧板と隙間をあけた位置において前記第一接続部と連結されている。また、前記連結部材の降伏点又は耐力が設計地震力以上であるとともに、当該連結部材の引張強さの上限値が前記第一取付部の耐力および他方の前記橋梁構造物に形成された前記線材の他端を取り付けるための第二取付部の耐力よりも小さい。 The present invention for solving the above-mentioned problems is a bridge fall prevention device for connecting bridge structures to each other to prevent the bridge structure from falling, and is fixed to a first mounting portion formed on one of the bridge structures. The bearing plate is fixed to the bearing plate, a bearing block arranged at a position spaced from the bearing plate, a pedestal interposed between the bearing plate and the bearing block, and the bearing block. At one end of the wire rod and the wire rod laid horizontally between the bridge structure on one side and the bridge structure on the other side through the through hole formed in the pressure bearing plate and the first connecting portion. It includes a fixed second connecting portion and a connecting member that connects the first connecting portion and the second connecting portion. The second connecting portion has a width larger than the inner diameter of the through hole, and is connected to the first connecting portion at a position where a gap is provided with the bearing plate. Further, the yield point or proof stress of the connecting member is equal to or higher than the design seismic force, and the upper limit of the tensile strength of the connecting member is the proof stress of the first mounting portion and the wire rod formed on the other bridge structure. It is smaller than the yield strength of the second mounting part for mounting the other end of the.

かかる落橋防止装置によれば、連結部材の引張強さが既知であるため、橋梁構造物(橋桁、橋台、橋脚等)の落橋防止装置の取付部の強度を落橋防止装置の耐力以上にすることができる。そのため、橋梁に想定外の地震力が作用した場合は、連結部材が先に破断することで、橋梁構造物が破損することを防止できる。また、連結部材の破損後に橋梁構造物(橋桁)が大きく移動した場合であっても、第二接続部材が支圧板に係止されることで制御されるため、橋桁の落下を防止することができる。 According to such a bridge collapse prevention device, since the tensile strength of the connecting member is known, the strength of the attachment portion of the bridge collapse prevention device of the bridge structure (bridge girder, bridge pier, pier, etc.) should be higher than the strength of the bridge collapse prevention device. Can be done. Therefore, when an unexpected seismic force acts on the bridge, the connecting member breaks first, so that the bridge structure can be prevented from being damaged. Further, even if the bridge structure (bridge girder) moves significantly after the connecting member is damaged, the second connecting member is controlled by being locked to the bearing plate, so that the bridge girder can be prevented from falling. can.

また、前記線材は、前記第一取付部に形成された第一貫通孔および前記第二取付部に形成された第二貫通孔を貫通しているとともに、他端が前記第二取付部に緩衝材を介して取り付けられているのが望ましい。このとき、前記緩衝材として螺旋状のバネ材を使用する場合には、前記緩衝材の一端を前記第二取付部に固定された支圧板に当接させて、前記緩衝材の他端には当該緩衝材を挿通した前記線材の他端が係止させるとよい。かかる落橋防止装置によれば、緩衝材によりレベル2地震動以下の地震により生じる地震エネルギーを吸収することで、橋梁構造物への負担を軽減することができる。 Further, the wire rod penetrates the first through hole formed in the first mounting portion and the second through hole formed in the second mounting portion, and the other end cushions the second mounting portion. It is desirable that it is attached via a material. At this time, when a spiral spring material is used as the cushioning material, one end of the cushioning material is brought into contact with a bearing plate fixed to the second mounting portion, and the other end of the cushioning material is contacted. It is preferable that the other end of the wire rod through which the cushioning material is inserted is locked. According to such a bridge collapse prevention device, the burden on the bridge structure can be reduced by absorbing the seismic energy generated by an earthquake of level 2 or less with the cushioning material.

また、前記台座が鋼管であれば、支圧ブロックを支持するとともに、落橋防止装置の取付部同士の間において露出する部分(接続部および連結部材)を覆うことで、風雨等に起因する腐食等を抑制し、メンテナンスに要する手間を省略あるいは低減することができる。 If the pedestal is a steel pipe, it supports the bearing block and covers the exposed parts (connecting parts and connecting members) between the mounting parts of the bridge collapse prevention device, thereby causing corrosion due to wind and rain, etc. It is possible to suppress or reduce the time and effort required for maintenance.

また、前記第一接続部および前記第二接続部は、外面に係止部が形成されたブロック材であって、前記第一接続部および前記第二接続部は、端面同士を突き合せた状態で前記係止部に係止された連結部材により連結されているのが望ましい。
さらに、前記第一接続部は、ボルトを介して前記支圧ブロックに固定すればよい。
Further, the first connection portion and the second connection portion are block materials having a locking portion formed on an outer surface, and the first connection portion and the second connection portion are in a state where the end faces are butted against each other. It is desirable that they are connected by a connecting member locked to the locking portion.
Further, the first connection portion may be fixed to the bearing block via bolts.

本発明の落橋防止装置によれば、想定外の地震力が作用した場合であっても、橋梁構造物に損傷が生じることがなく、また、橋桁の落下を防止することが可能となる。 According to the bridge collapse prevention device of the present invention, even when an unexpected seismic force acts, the bridge structure is not damaged and the bridge girder can be prevented from falling.

本発明の実施形態に係る落橋防止装置を模式的に示す縦断面図である。It is a vertical sectional view schematically showing the bridge collapse prevention device which concerns on embodiment of this invention. 本発明の落橋防止装置の一方の端部を示す拡大縦断面図である。It is an enlarged vertical sectional view which shows one end of the bridge collapse prevention device of this invention. 本発明の落橋防止装置の接続部と連結部材を示す斜視図である。It is a perspective view which shows the connection part and the connecting member of the bridge collapse prevention device of this invention. 本発明の落橋防止装置の接続部を一部断面にして示す側面図である。It is a side view which shows the connection part of the bridge collapse prevention device of this invention with a partial cross section. 本発明の落橋防止装置の連結部材を示す平面図である。It is a top view which shows the connecting member of the bridge collapse prevention device of this invention. 本発明の落橋防止装置の他方の端部を示す拡大縦断面図である。It is an enlarged vertical sectional view which shows the other end of the bridge collapse prevention device of this invention. (a)は本発明の通常時の落橋防止装置を示す縦断面図、(b)は連結部材が破断した後の落橋防止装置を示す縦断面図、(c)は連結部材の破断後にさらに橋梁鉱物が移動した際の落橋防止装置を示す縦断面図である。(A) is a vertical cross-sectional view showing a normal bridge collapse prevention device of the present invention, (b) is a vertical cross-sectional view showing a bridge collapse prevention device after the connecting member is broken, and (c) is a further bridge after the connecting member is broken. It is a vertical cross-sectional view which shows the bridge collapse prevention device when a mineral moves. (a)〜(c)は本発明の他の形態に係る接続部と線材との接合例を示す断面図である。(A) to (c) are cross-sectional views showing an example of joining a connecting portion and a wire rod according to another embodiment of the present invention. 本発明の他の形態に係る接続部と連結部材を示す図であって、(a)は斜視図、(b)は分解斜視図である。It is a figure which shows the connection part and the connecting member which concerns on other embodiment of this invention, (a) is a perspective view, (b) is an exploded perspective view. 本発明のその他の形態に係る接続部と連結部材を示す図であって、(a)は縦断面図、(b)平断面である。It is a figure which shows the connection part and the connecting member which concerns on other embodiment of this invention, (a) is a vertical sectional view, (b) is a plan sectional view.

本実施形態では、橋梁Bの橋桁B1の落下を防止するための落橋防止装置1について説明する。落橋防止装置1は、図1に示すように、橋脚B2の上部に連設された2つの橋桁(橋梁構造物)B1,B1を連結している。なお、落橋防止装置1は、橋桁B1と橋台または橋桁B1と橋脚B2を連結してもよく、橋桁B1同士を連結する場合に限定されるものではない。 In this embodiment, the bridge collapse prevention device 1 for preventing the bridge girder B1 of the bridge B from falling will be described. As shown in FIG. 1, the bridge collapse prevention device 1 connects two bridge girders (bridge structures) B1 and B1 which are continuously provided on the upper part of the pier B2. The bridge collapse prevention device 1 may connect the bridge girder B1 and the abutment or the bridge girder B1 and the pier B2, and is not limited to the case where the bridge girders B1 are connected to each other.

橋桁B1は、隣り合う橋脚B2同士(図1では、一方の橋脚B2のみが表示されている)または橋脚B2と橋台(図示せず)との間に横架されている。橋桁B1は、支承Sを介して橋脚B2に上載されている。支承Sの構成は限定されるものではなく、例えば、ゴム支承やすべり支承が使用可能である。隣り合う橋桁B1,B1同士の間には、隙間が形成されている。橋桁B1同士の間に隙間が形成されていることで、振動等により橋桁B1が移動した際に互いに接触することが防止されている。 The bridge girder B1 is laid horizontally between adjacent piers B2 (only one pier B2 is displayed in FIG. 1) or between the pier B2 and the abutment (not shown). The bridge girder B1 is mounted on the pier B2 via the bearing S. The configuration of the bearing S is not limited, and for example, a rubber bearing or a sliding bearing can be used. A gap is formed between adjacent bridge girders B1 and B1. By forming a gap between the bridge girders B1, it is prevented that the bridge girders B1 come into contact with each other when they move due to vibration or the like.

橋桁B1の端部には、落橋防止装置1を取り付けるための取付部2が形成されている。本実施形態の取付部2は、橋桁B1の橋軸方向端部において、主桁21と交差するように形成された横桁であって、主桁21に固定された桁材22と、桁材22を周囲に打設された巻立コンクリート23とにより構成されている。なお、取付部2の構成は限定されるものではない。 At the end of the bridge girder B1, a mounting portion 2 for mounting the bridge collapse prevention device 1 is formed. The mounting portion 2 of the present embodiment is a cross girder formed so as to intersect the main girder 21 at the bridge axial end portion of the bridge girder B1, and is a girder member 22 fixed to the main girder 21 and a girder member. 22 is composed of a rolled-up concrete 23 cast around it. The configuration of the mounting portion 2 is not limited.

落橋防止装置1は、隣り合う橋桁B1,B1の取付部2,2に横架されている。本実施形態では、落橋防止装置1が、上下に2段配設されている。なお、落橋防止装置1の数および配置は限定されるものではなく、例えば、1段であってもよい。 The bridge collapse prevention device 1 is laid horizontally on the attachment portions 2 and 2 of the adjacent bridge girders B1 and B1. In the present embodiment, the bridge collapse prevention device 1 is arranged in two stages above and below. The number and arrangement of the bridge collapse prevention devices 1 are not limited, and may be, for example, one stage.

取付部2には、落橋防止装置1を設置するためのシース管24が埋設されていることで、取付部2を橋軸方向(図1において左右方向)に貫通する貫通孔(第一貫通孔または第二貫通孔)が形成されている。また、取付部2には、補強筋25が配筋されている。補強筋25は、取付部2の他方の橋桁B1と反対側の面に沿って配筋されている。補強筋25を配筋する範囲、鉄筋径、配筋ピッチ等は限定されるものではないが本実施形態では、取付部2に添設する支圧板3に対向するように配筋する。 A sheath pipe 24 for installing the bridge collapse prevention device 1 is embedded in the mounting portion 2, so that a through hole (first through hole) penetrating the mounting portion 2 in the bridge axial direction (left-right direction in FIG. 1) is embedded. Or a second through hole) is formed. Further, reinforcing bars 25 are arranged in the mounting portion 2. The reinforcing bar 25 is arranged along the surface of the mounting portion 2 opposite to the other bridge girder B1. The range in which the reinforcing bars 25 are arranged, the diameter of the reinforcing bars, the pitch of the reinforcing bars, and the like are not limited, but in the present embodiment, the reinforcing bars 25 are arranged so as to face the bearing plate 3 attached to the mounting portion 2.

落橋防止装置1は、図1及び図2に示すように、支圧板3と、支圧ブロック4と、台座5と、接続部6と、連結部材7と、線材8とを備えている。
支圧板3は、一方の橋桁(図1において左側の橋桁)B1の取付部(第一取付部)2に固定されている。支圧板3は、取付部2の一方の側面(図1において左側面であって、他方の橋桁B1側とは逆側の面)に固定されている。支圧板3は、矩形状の鋼板により構成されている。支圧板3の中央には、貫通孔31が形成されている。貫通孔31は、線材8の外径よりも大きな内径を有している。支圧板3の四隅にはアンカー孔(図示せず)が形成されている。支圧板3は、取付部2に打ち込まれた打ち込みアンカー32をアンカー孔に挿通させた状態で係止することで、取付部2に固定されている。なお、支圧板3の固定方法は限定されるものではない。また、支圧板3の形状は限定されるものではなく、例えば、円形であってもよい。
As shown in FIGS. 1 and 2, the bridge collapse prevention device 1 includes a pressure bearing plate 3, a pressure bearing block 4, a pedestal 5, a connecting portion 6, a connecting member 7, and a wire rod 8.
The bearing plate 3 is fixed to the mounting portion (first mounting portion) 2 of one bridge girder (the bridge girder on the left side in FIG. 1) B1. The bearing plate 3 is fixed to one side surface of the mounting portion 2 (the left side surface in FIG. 1 and the surface opposite to the other bridge girder B1 side). The bearing plate 3 is made of a rectangular steel plate. A through hole 31 is formed in the center of the bearing plate 3. The through hole 31 has an inner diameter larger than the outer diameter of the wire rod 8. Anchor holes (not shown) are formed at the four corners of the bearing plate 3. The bearing plate 3 is fixed to the mounting portion 2 by locking the driving anchor 32 driven into the mounting portion 2 in a state of being inserted into the anchor hole. The method of fixing the bearing plate 3 is not limited. Further, the shape of the bearing plate 3 is not limited, and may be circular, for example.

支圧ブロック4は、図2に示すように、支圧板3の取付部2と反対側の面から台座5を介して間隔をあけた位置に配設されている。支圧ブロック4は、鋼材を組み合わせることにより側面視台形状、正面視円形に形成された部材であって、支圧板3側に配設された底板41と、底板41の板面に立設された複数の台形状のリブ42と、リブ42の先端(底板41と反対側の端部)に固定された天板43と、底板41と天板43との間に介設された筒材44とを備えている。底板41および天板43の中央には、ボルト用貫通孔(図示せず)が形成されている。ボルト用貫通孔は、接続部6(第一接続部61)を支圧ブロック4に固定するための接続部固定用ボルト(ボルト)63を挿通する内径を有している。筒材44は、ボルト用貫通孔の位置に対応するように配設されている。なお、支圧ブロック4の構成は限定されるものではなく、例えば、密実な部材であってもよいし、直方体状を呈していてもよい。また、支圧ブロック4に接続部6を固定するための部材は、ボルト(接続部固定用ボルト63)に限定されるものではなく、例えば、ワイヤーや鋼棒等を使用してもよい。 As shown in FIG. 2, the bearing block 4 is arranged at a position spaced apart from the surface of the bearing plate 3 opposite to the mounting portion 2 via the pedestal 5. The bearing block 4 is a member formed into a side view table shape and a front viewing circle by combining steel materials, and is erected on the bottom plate 41 arranged on the bearing plate 3 side and the plate surface of the bottom plate 41. A plurality of trapezoidal ribs 42, a top plate 43 fixed to the tip of the rib 42 (the end opposite to the bottom plate 41), and a tubular material 44 interposed between the bottom plate 41 and the top plate 43. And have. A through hole for bolts (not shown) is formed in the center of the bottom plate 41 and the top plate 43. The bolt through hole has an inner diameter through which a connection portion fixing bolt (bolt) 63 for fixing the connection portion 6 (first connection portion 61) to the pressure bearing block 4 is inserted. The tubular member 44 is arranged so as to correspond to the position of the through hole for bolts. The configuration of the bearing block 4 is not limited, and may be, for example, a solid member or a rectangular parallelepiped shape. Further, the member for fixing the connecting portion 6 to the bearing block 4 is not limited to the bolt (connecting portion fixing bolt 63), and for example, a wire, a steel rod, or the like may be used.

台座5は、図2に示すように、支圧板3と支圧ブロック4との間に介設されている。台座5は、軸力に対する耐力が連結部材7の引張耐力よりも大きな鋼管により構成されている。本実施形態の台座5は、上下に配設された鋼製の半割管51,51を組み合わせることにより円筒状に形成されている。台座5(半割管51)の端部には、継手用のフランジ52が形成されている。台座5(半割管51)は、フランジ52を挿通させたボルト(打ち込みアンカー32)を支圧板3または支圧ブロック4(底板41)に螺着することで、固定されている。台座5は、接続部6(第二接続部62)と支圧板3との間に、所定の大きさの間隔を確保できる長さを有している。なお、台座5は、円筒状に限定されるものではなく、例えば、角筒状であってもよい。また、台座5の構成は、連結部材7の引張耐力よりも大きな軸方向の耐力を有していれば筒状に限定されるものではなく、例えば、鋼材を組み合わせることにより形成された架台であってもよい。 As shown in FIG. 2, the pedestal 5 is interposed between the bearing plate 3 and the bearing block 4. The pedestal 5 is made of a steel pipe having a proof stress against an axial force larger than the tensile proof stress of the connecting member 7. The pedestal 5 of the present embodiment is formed in a cylindrical shape by combining steel half-split pipes 51 and 51 arranged above and below. A flange 52 for a joint is formed at the end of the pedestal 5 (half split pipe 51). The pedestal 5 (half split pipe 51) is fixed by screwing a bolt (driving anchor 32) through which the flange 52 is inserted to the bearing plate 3 or the bearing block 4 (bottom plate 41). The pedestal 5 has a length that can secure a predetermined size of space between the connecting portion 6 (second connecting portion 62) and the bearing plate 3. The pedestal 5 is not limited to a cylindrical shape, and may be, for example, a square cylinder shape. Further, the configuration of the pedestal 5 is not limited to a cylindrical shape as long as it has an axial proof stress larger than the tensile proof stress of the connecting member 7, and is, for example, a pedestal formed by combining steel materials. You may.

接続部6は、図2に示すように、台座5の内部に配設されている。対向する一対の接続部6,6(第一接続部61および第二接続部62)は、一例として同一の形状を有している。本実施形態の接続部6(第一接続部61および第二接続部62)は、図3に示すように、外面に係止部64が形成されたブロック材である。係止部64は、直方体状のブロック材である接続部6の他方の接続部6側の角部において、側方に突出するように形成されている。本実施形態の係止部64は、平面視で矩形と四分円とを組み合わせた形状を呈している。係止部64の高さ(接続部6の側面からの突出長)は、連結部材7の厚さよりも大きい。図4に示すように、接続部6の中央部には、挿通孔65が形成されている。挿通孔65は、対向する他の接続部6側が拡径していることにより段差を有している。 As shown in FIG. 2, the connecting portion 6 is arranged inside the pedestal 5. The pair of facing connection portions 6, 6 (first connection portion 61 and second connection portion 62) have the same shape as an example. As shown in FIG. 3, the connection portion 6 (first connection portion 61 and second connection portion 62) of the present embodiment is a block material in which a locking portion 64 is formed on an outer surface. The locking portion 64 is formed so as to project laterally at a corner portion on the other connecting portion 6 side of the connecting portion 6 which is a rectangular parallelepiped block material. The locking portion 64 of the present embodiment has a shape in which a rectangle and a quadrant are combined in a plan view. The height of the locking portion 64 (the length protruding from the side surface of the connecting portion 6) is larger than the thickness of the connecting member 7. As shown in FIG. 4, an insertion hole 65 is formed in the central portion of the connection portion 6. The insertion hole 65 has a step due to the enlarged diameter of the other connecting portion 6 side facing each other.

本実施形態では、接続部6として、支圧ブロック4に固定された第一接続部61と、第一接続部61に接続された第二接続部62とを有している。第一接続部61および第二接続部62は、図3に示すように、端面同士を突き合せた状態で、係止部64に係止された連結部材7により連結されている。 In the present embodiment, the connecting portion 6 has a first connecting portion 61 fixed to the pressure bearing block 4 and a second connecting portion 62 connected to the first connecting portion 61. As shown in FIG. 3, the first connecting portion 61 and the second connecting portion 62 are connected by a connecting member 7 locked to the locking portion 64 in a state where the end faces are butted against each other.

図2に示すように、第一接続部61は、接続部固定用ボルト63を介して支圧ブロック4に固定されている。接続部固定用ボルト63の一端は、支圧ブロック4の天板43の表面においてナット66が螺着されることで支圧ブロック4に固定されている。また、接続部固定用ボルト63の他端は、第一接続部61の挿通孔65の段差部に係止されたナット(図示せず)に螺着されることで、第一接続部61に固定されている。 As shown in FIG. 2, the first connecting portion 61 is fixed to the bearing block 4 via the connecting portion fixing bolt 63. One end of the connection portion fixing bolt 63 is fixed to the bearing block 4 by screwing a nut 66 on the surface of the top plate 43 of the bearing block 4. Further, the other end of the connection portion fixing bolt 63 is screwed to a nut (not shown) locked to the step portion of the insertion hole 65 of the first connection portion 61 to the first connection portion 61. It is fixed.

図2に示すように、第二接続部62(接続部6)は、支圧板3の貫通孔31の内径よりも大きな幅を有している。また、第二接続部62は、支圧板3との間に、所定の間隔をあけた位置において第一接続部61と連結されている。 As shown in FIG. 2, the second connecting portion 62 (connecting portion 6) has a width larger than the inner diameter of the through hole 31 of the bearing plate 3. Further, the second connecting portion 62 is connected to the first connecting portion 61 at a position at a predetermined distance from the bearing plate 3.

連結部材7は、図3に示すように、第一接続部61と第二接続部62とを連結する。連結部材7は、端面同士を突き合せた第一接続部61と第二接続部62とにまたがった状態で、両接続部6の外面に添設されている。本実施形態の連結部材7は、接続部6の各面に添設された4枚の連結用板材71,71,…(図3では2枚のみ表示されている)により構成されている。連結用板材71は、低降伏点鋼により形成されている。図5に示すように、連結用板材71の橋軸方向に沿った一対の辺に凹部72が形成されている。本実施形態の凹部72は、半円状を呈しているが、凹部72の形状は、接続部6の係止部64の形状に応じた形状であれば限定されるものではない。連結用板材71の各角部には、それぞれ長孔73が形成されている。長孔73は、橋軸方向が長くなる向きに形成されている。連結用板材71は、図3に示すように、長孔73を挿通させたボルト74を接続部6に螺着することにより、接続部6の側面に固定されている。 As shown in FIG. 3, the connecting member 7 connects the first connecting portion 61 and the second connecting portion 62. The connecting member 7 is attached to the outer surface of both connecting portions 6 in a state of straddling the first connecting portion 61 and the second connecting portion 62 in which the end faces are butted against each other. The connecting member 7 of the present embodiment is composed of four connecting plates 71, 71, ... (Only two are displayed in FIG. 3) attached to each surface of the connecting portion 6. The connecting plate 71 is made of low yield point steel. As shown in FIG. 5, recesses 72 are formed on a pair of sides of the connecting plate 71 along the bridge axis direction. The recess 72 of the present embodiment has a semicircular shape, but the shape of the recess 72 is not limited as long as it corresponds to the shape of the locking portion 64 of the connecting portion 6. An elongated hole 73 is formed in each corner of the connecting plate 71. The elongated hole 73 is formed in a direction in which the bridge axis direction becomes longer. As shown in FIG. 3, the connecting plate member 71 is fixed to the side surface of the connecting portion 6 by screwing a bolt 74 through which the elongated hole 73 is inserted to the connecting portion 6.

4枚の連結用板材71,71,…(連結部材7)の降伏点又は耐力の合計は、設計地震力以上である。なお、一対の接続部6,6を1枚の連結用板材71により連結する場合には、1枚の連結用板材71の降伏点又は耐力を設計地震力以上とする。連結用板材71は、低降伏点鋼からなる板材であるため、引張強さの上限値が既知である。なお、連結用板材71(連結部材7)を構成する材料は、引張強さの上限値が既知であれば限定されるものではなく、必ずしも低降伏点鋼である必要はない。取付部2(橋桁B1の横桁等)は、4枚の連結用板材71,71,…(連結部材7)の引張強さの合計(連結用板材71が1枚の場合は、1枚の連結用板材71の引張強さ)よりも大きな耐力を確保する必要がある。本実施形態では、巻立コンクリート23によって断面寸法を大きくすることで、横桁の耐力を連結部材7の耐力よりも大きくしている。連結部材7(連結用板材71)の引張強さは、連結用板材71を構成する材料の引張り強さと、想定外の地震力が作用した際に破断させる位置の断面積によって算出することができる。なお、取付部2の構成は、橋桁B1の構成に応じて適宜決定すればよく、例えば、鋼構造であってもよい。また、巻立コンクリート23は必要に応じて形成すればよい。 The total yield point or proof stress of the four connecting plates 71, 71, ... (Connecting member 7) is equal to or greater than the design seismic force. When the pair of connecting portions 6 and 6 are connected by one connecting plate material 71, the yield point or proof stress of one connecting plate material 71 is set to be equal to or higher than the design seismic force. Since the connecting plate 71 is a plate made of low yield point steel, the upper limit of the tensile strength is known. The material constituting the connecting plate 71 (connecting member 7) is not limited as long as the upper limit of the tensile strength is known, and is not necessarily limited to low yield point steel. The mounting portion 2 (horizontal girder of the bridge girder B1 or the like) is the total tensile strength of the four connecting plates 71, 71, ... (Connecting member 7) (if the connecting plate 71 is one, one). It is necessary to secure a proof stress larger than the tensile strength of the connecting plate 71). In the present embodiment, the bearing capacity of the cross girder is made larger than the bearing capacity of the connecting member 7 by increasing the cross-sectional dimension with the rolled concrete 23. The tensile strength of the connecting member 7 (connecting plate 71) can be calculated from the tensile strength of the material constituting the connecting plate 71 and the cross-sectional area of the position where the connecting member 7 is broken when an unexpected seismic force is applied. .. The configuration of the mounting portion 2 may be appropriately determined according to the configuration of the bridge girder B1, and may be, for example, a steel structure. Further, the rolled concrete 23 may be formed as needed.

線材8は、亜鉛めっきワイヤーロープにより構成されている。なお、線材8を構成するワイヤーロープは、必ずしも亜鉛メッキされている必要はない。また、線材8を構成する材料は限定されるものではなく、例えば、鋼棒等を使用してもよい。線材8は、図1に示すように、一方の橋桁B1の取付部2に埋設されたシース管24(第一貫通孔)および他方の橋桁B1の取付部2に埋設されたシース管24(第二貫通孔)を貫通している。すなわち、線材8は、両橋桁B1,B1の間に横架されている。 The wire rod 8 is made of a galvanized wire rope. The wire rope constituting the wire rod 8 does not necessarily have to be galvanized. Further, the material constituting the wire rod 8 is not limited, and for example, a steel rod or the like may be used. As shown in FIG. 1, the wire rod 8 has a sheath pipe 24 (first through hole) embedded in the attachment portion 2 of one bridge girder B1 and a sheath pipe 24 (first through hole) embedded in the attachment portion 2 of the other bridge girder B1. (2 through holes). That is, the wire rod 8 is laid horizontally between the bridge girders B1 and B1.

線材8の一端は、図2に示すように、支圧板3の貫通孔31を貫通して台座5内に配設されている。線材8の他端は、図6に示すように、他方の橋桁B1の取付部2(第二取付部)に緩衝材82を介して取り付けられている。また、線材8の一端には、図2に示すように、第二接続部62が固定されている。図4に示すように、線材8の一端には、線材8の外径よりも大きな外径を有した定着ナット81が固定されている。線材8の端部は、定着ナット81を第二接続部62の挿通孔65の段差に係止することで、第二接続部62に係止(固定)されている。なお、線材8と第二接続部62との固定方法は限定されるものではない。 As shown in FIG. 2, one end of the wire rod 8 is arranged in the pedestal 5 through the through hole 31 of the bearing plate 3. As shown in FIG. 6, the other end of the wire rod 8 is attached to the attachment portion 2 (second attachment portion) of the other bridge girder B1 via the cushioning material 82. Further, as shown in FIG. 2, a second connecting portion 62 is fixed to one end of the wire rod 8. As shown in FIG. 4, a fixing nut 81 having an outer diameter larger than the outer diameter of the wire 8 is fixed to one end of the wire 8. The end portion of the wire rod 8 is locked (fixed) to the second connecting portion 62 by locking the fixing nut 81 to the step of the insertion hole 65 of the second connecting portion 62. The method of fixing the wire rod 8 and the second connecting portion 62 is not limited.

線材8の他端は、他方の橋桁(図1において右側の橋桁)B1の取付部(第二取付部)2および取付部2に固定された支圧板3を貫通して、当該取付部2から所定の長さ突出している。線材8の他端には、図6に示すように、線材8の外径よりも大きな外径を有した定着ナット81が固定されている。ここで、支圧板3(他方の橋桁B1に固定された支圧板3)と定着ナット81との間隔は、第二接続部62と支圧板3(一方の橋桁B1に固定された支圧板3)との間隔との合計が橋桁B1の桁かかり長よりも小さくなるようにする。 The other end of the wire rod 8 penetrates the mounting portion (second mounting portion) 2 of the other bridge girder (the bridge girder on the right side in FIG. 1) B1 and the bearing plate 3 fixed to the mounting portion 2 from the mounting portion 2. It protrudes by a predetermined length. As shown in FIG. 6, a fixing nut 81 having an outer diameter larger than the outer diameter of the wire 8 is fixed to the other end of the wire 8. Here, the distance between the bearing plate 3 (the bearing plate 3 fixed to the other bridge girder B1) and the fixing nut 81 is the second connecting portion 62 and the bearing plate 3 (the bearing plate 3 fixed to one bridge girder B1). Make the sum of the distance between and the bridge girder B1 smaller than the girder length of the bridge girder B1.

支圧板3と定着ナット81との間には、緩衝材82が介設されている。本実施形態では、緩衝材82として、螺旋状のパネ材を使用するが、緩衝材82の構成は限定されるものではなく、例えば、ゴム等の弾性材やシリンダー状の部材であってもよい。緩衝材82の中央部は中空で、線材8は緩衝材の中央部を挿通している。緩衝材82の一端は支圧板3に当接し、緩衝材82の他端には線材8の他端が軽視されている。線材8の取付部2からの突出部分は、保護カバー83により覆われている。保護カバー83は筒状部材からなり、保護カバー83の一端は、支圧板3に固定されていて、保護カバー83の他端は遮蔽されている。保護カバー83を構成する材料は限定されるものではなく、例えば、鋼管、塩化ビニル管、ポリエチレン管等により構成すればよい。 A cushioning material 82 is interposed between the pressure bearing plate 3 and the fixing nut 81. In the present embodiment, a spiral panel material is used as the cushioning material 82, but the configuration of the cushioning material 82 is not limited, and may be, for example, an elastic material such as rubber or a cylinder-shaped member. .. The central portion of the cushioning material 82 is hollow, and the wire rod 8 is inserted through the central portion of the cushioning material. One end of the cushioning material 82 is in contact with the bearing plate 3, and the other end of the wire rod 8 is neglected at the other end of the cushioning material 82. The protruding portion of the wire rod 8 from the mounting portion 2 is covered with the protective cover 83. The protective cover 83 is made of a tubular member, one end of the protective cover 83 is fixed to the bearing plate 3, and the other end of the protective cover 83 is shielded. The material constituting the protective cover 83 is not limited, and may be, for example, a steel pipe, a vinyl chloride pipe, a polyethylene pipe, or the like.

橋梁Bに設計地震力以下の地震力が作用すると、支承Sにより揺れを吸収する。橋桁B1同士が離隔した場合であっても、線材8それぞれ取付部2に対して摺動するとともに、緩衝材82によって地震エネルギーを吸収することで、連結部材7に応力が作用することはない。そのため、図7(a)に示すように、接続部6同士の接続が維持され、第二接続部62と支圧板3との間の間隔も維持されている。 When a seismic force equal to or less than the design seismic force acts on the bridge B, the bearing S absorbs the shaking. Even when the bridge girders B1 are separated from each other, stress does not act on the connecting member 7 by sliding the wire rod 8 with respect to the mounting portion 2 and absorbing the seismic energy by the cushioning material 82. Therefore, as shown in FIG. 7A, the connection between the connection portions 6 is maintained, and the distance between the second connection portion 62 and the bearing plate 3 is also maintained.

また、橋梁Bに設計地震力以上(レベル2以上)の地震力が作用して、支承Sに破損が生じた場合であっても、橋桁B1同士が落橋防止装置1によって連結されているため、橋桁B1が橋脚B2から落下することが防止される。 Further, even if a seismic force equal to or higher than the design seismic force (level 2 or higher) acts on the bridge B and the bearing S is damaged, the bridge girders B1 are connected to each other by the bridge collapse prevention device 1. The bridge girder B1 is prevented from falling from the pier B2.

さらに、連結部材7の引張強さよりも大きな地震力が橋梁Bに作用した場合には、図7(b)に示すように、連結部材7が破断する。連結部材7が破断することで、橋桁B1の取付部2(橋桁B1の横桁)に破損が生じることが防止される。 Further, when a seismic force larger than the tensile strength of the connecting member 7 acts on the bridge B, the connecting member 7 breaks as shown in FIG. 7 (b). The breakage of the connecting member 7 prevents the attachment portion 2 of the bridge girder B1 (the cross girder of the bridge girder B1) from being damaged.

また、連結部材7の破断後の橋桁B1の移動量が大きい場合であっても、図7(c)に示すように、第二接続部62が支圧板3に係止されることで、橋桁B1の橋脚B2からの落下が防止させる。支圧板3(他方の橋桁B1に固定された支圧板3)と定着ナット81との間隔(図6参照)と、第二接続部62と支圧板3(一方の橋桁B1に固定された支圧板3)との間隔(図2参照)との合計が、橋桁B1の桁かかり長よりも小さいため、橋桁B1が最大限に移動した場合であっても、橋桁B1の落下が防止される。 Further, even when the amount of movement of the bridge girder B1 after the breaking of the connecting member 7 is large, as shown in FIG. 7 (c), the second connecting portion 62 is locked to the bearing plate 3 to cause the bridge girder. Prevent the B1 from falling from the pier B2. The distance between the bearing plate 3 (the bearing plate 3 fixed to the other bridge girder B1) and the fixing nut 81 (see FIG. 6), and the second connection portion 62 and the bearing plate 3 (the bearing plate fixed to one bridge girder B1). Since the total with the distance from 3) (see FIG. 2) is smaller than the girder length of the bridge girder B1, even when the bridge girder B1 moves to the maximum, the bridge girder B1 is prevented from falling.

以上、落橋防止装置1によれば、連結部材7の引張強さが既知であるため、橋梁構造物(橋桁B1、橋台、橋脚B2等)の落橋防止装置1の取付部2の強度を、落橋防止装置1の耐力以上にすることができる。そのため、橋梁Bに想定外の地震力が作用した場合は、連結部材7が先に破断することで、橋梁構造物(取付部2)が破損することを防止できる。また、連結部材7の破損(分断)後も、接続部6が支圧板3に係止されることで、橋桁B1同士の連結状態が維持されて、橋桁B1が橋脚B2から落下(落橋)することが防止される。 As described above, according to the bridge collapse prevention device 1, since the tensile strength of the connecting member 7 is known, the strength of the attachment portion 2 of the bridge collapse prevention device 1 of the bridge structure (bridge girder B1, pier, pier B2, etc.) is increased. It can be more than the proof stress of the prevention device 1. Therefore, when an unexpected seismic force acts on the bridge B, the connecting member 7 breaks first, so that the bridge structure (mounting portion 2) can be prevented from being damaged. Further, even after the connecting member 7 is damaged (divided), the connecting portion 6 is locked to the bearing plate 3, so that the bridge girder B1 is maintained in a connected state and the bridge girder B1 falls (collapsed) from the pier B2. Is prevented.

また、連結部材7(連結用板材71は、接続部6に着脱可能に固定されているため、連結部材7が破断した場合であっても連結部材7の交換が容易である。
また、連結部材7には、幅を減縮させてた半円状の凹部72が橋軸方向中間部に形成されているため、連結部材7の中間部(所定の位置)において破断させることができる。そのため、連結部材7の引張強さを算出して、取付部2の強度を確実に連結部材7の引張強さよりも大きくすることができる。
Further, since the connecting member 7 (the connecting plate 71 is detachably fixed to the connecting portion 6, the connecting member 7 can be easily replaced even if the connecting member 7 is broken.
Further, since the connecting member 7 is formed with a semicircular recess 72 having a reduced width in the intermediate portion in the bridge axis direction, the connecting member 7 can be broken at the intermediate portion (predetermined position) of the connecting member 7. .. Therefore, the tensile strength of the connecting member 7 can be calculated to ensure that the strength of the mounting portion 2 is larger than the tensile strength of the connecting member 7.

落橋防止装置1の取付部2同士の間の区間(接続部6および連結部材7)は、筒状の台座5により覆われているため、紫外線劣化や雨水等による劣化に対して保護されている。同様に、線材8の他端も保護カバー83により覆われているため、紫外線劣化や雨水等による劣化に対して保護されている。
線材8の他端に設けられた緩衝材82により地震時等の揺れを吸収する。
Since the section (connecting portion 6 and connecting member 7) between the mounting portions 2 of the bridge collapse prevention device 1 is covered with the tubular pedestal 5, it is protected against deterioration due to ultraviolet rays, rainwater, and the like. .. Similarly, since the other end of the wire rod 8 is also covered with the protective cover 83, it is protected against deterioration due to ultraviolet rays, rainwater, and the like.
The cushioning material 82 provided at the other end of the wire rod 8 absorbs shaking during an earthquake or the like.

以上、本発明に係る実施形態について説明した。しかし、本発明は前述の実施形態に限られず、前記の各構成要素については本発明の趣旨を逸脱しない範囲で適宜変更が可能である。
例えば、線材8と接続部6との固定方法は限定されるものではない。例えば、図8(a)に示すように、線材8の端部を分岐させた状態で、それぞれを挿通孔65内において定着ナット81を介して固定してもよい。
The embodiment according to the present invention has been described above. However, the present invention is not limited to the above-described embodiment, and each of the above-mentioned components can be appropriately modified without departing from the spirit of the present invention.
For example, the method of fixing the wire rod 8 and the connecting portion 6 is not limited. For example, as shown in FIG. 8A, the end portions of the wire rod 8 may be branched and fixed in the insertion hole 65 via the fixing nut 81.

また、図8(b)に示すように、接続部6は、線材8または接続部固定用ボルト63の端部に螺合することにより固定してもよい。このとき、接続部6の挿通孔65の内面に雌ネジ加工を施しておくとともに、線材8の端部に雄ネジ加工を施しておく。
さらに、図8(c)に示すように、接続部6の挿通孔65を挿通させた線材8の端部に、ナットを螺合することにより、線材8と接続部6とを固定してもよい。
Further, as shown in FIG. 8B, the connecting portion 6 may be fixed by screwing to the end portion of the wire rod 8 or the connecting portion fixing bolt 63. At this time, the inner surface of the insertion hole 65 of the connecting portion 6 is subjected to female screw processing, and the end portion of the wire rod 8 is subjected to male screw processing.
Further, as shown in FIG. 8C, even if the wire rod 8 and the connecting portion 6 are fixed by screwing a nut into the end portion of the wire rod 8 through which the insertion hole 65 of the connecting portion 6 is inserted. good.

また、接続部6の構成は、前記実施形態で示したものに限定されるものではない接続部6の係止部64は、図9(a)および(b)に示すように、接続部6の側面に形成された凹部であってもよい。この場合には、連結部材7を接続部6の係止部64に嵌め込んだ状態で固定すればよい。 Further, the configuration of the connecting portion 6 is not limited to that shown in the above embodiment, and the locking portion 64 of the connecting portion 6 is a connecting portion 6 as shown in FIGS. 9A and 9B. It may be a recess formed on the side surface of the. In this case, the connecting member 7 may be fixed in the locking portion 64 of the connecting portion 6.

また、接続部6は、図10(a)および(b)に示すように、線材8または接続部固定用ボルト63の端部に形成された(固定された)ボルトが挿通可能ないわゆるアイエンドスリーブやフォークエンドスリーブであってもよい。このとき、連結部材7は、両端部にボルトを挿通するための貫通孔が形成された小判型の低降伏点鋼からなる連結用板材71により構成すればよい接続部6がアイエンドスリーブの場合には、接続部6の上下に配設された2枚の連結用板材71を配設すればよく、接続部6がフォークエンドスリーブの場合は接続部6によって連結用板材71を挟むように配設すればよい。 Further, as shown in FIGS. 10A and 10B, the connecting portion 6 is a so-called eye end through which a (fixed) bolt formed at the end of the wire rod 8 or the connecting portion fixing bolt 63 can be inserted. It may be a sleeve or a fork end sleeve. At this time, the connecting member 7 may be formed of a connecting plate 71 made of oval-shaped low yield point steel having through holes formed at both ends for inserting bolts. When the connecting portion 6 is an eye-end sleeve. Two connecting plate materials 71 arranged above and below the connecting portion 6 may be arranged, and when the connecting portion 6 is a fork end sleeve, the connecting plate material 71 is arranged so as to be sandwiched by the connecting portion 6. You can set it up.

1 落橋防止装置
2 取付部(第一取付部、第二取付部)
24 シース管
3 支圧板
31 貫通孔
4 支圧ブロック
5 台座
6 接続部
61 第一接続部
62 第二接続部
63 接続部固定用ボルト(ボルト)
64 係止部
7 連結部材
71 連結用板材
8 線材
82 緩衝材
B 橋梁
B1 橋桁(橋梁構造物)
1 Bridge collapse prevention device 2 Mounting part (first mounting part, second mounting part)
24 Sheath pipe 3 Pressure plate 31 Through hole 4 Pressure block 5 Pedestal 6 Connection part 61 First connection part 62 Second connection part 63 Connection part Fixing bolt (bolt)
64 Locking part 7 Connecting member 71 Connecting plate material 8 Wire material 82 Cushioning material B Bridge B1 Bridge girder (bridge structure)

Claims (6)

橋梁構造物同士を連結する落橋防止装置であって、
一方の前記橋梁構造物に形成された第一取付部に固定された支圧板と、
前記支圧板から間隔をあけた位置に配設された支圧ブロックと、
前記支圧板と前記支圧ブロックとの間に介設された台座と、
前記支圧ブロックに固定された第一接続部と、
前記支圧板に形成された貫通孔を貫通して、一方の前記橋梁構造物と他方の前記橋梁構造物との間に横架された線材と、
前記線材の一端に固定された第二接続部と、
前記第一接続部と前記第二接続部とを連結する連結部材と、を備えており、
前記第二接続部は、前記貫通孔の内径よりも大きな幅を有しているとともに、前記支圧板と隙間をあけた位置において前記第一接続部と連結されていて、
前記連結部材の降伏点又は耐力が設計地震力以上であるとともに、当該連結部材の引張強さの上限値が前記第一取付部の耐力および他方の前記橋梁構造物に形成された前記線材の他端を取り付けるための第二取付部の耐力よりも小さいことを特徴とする、落橋防止装置。
It is a bridge collapse prevention device that connects bridge structures to each other.
A bearing plate fixed to the first mounting portion formed on one of the bridge structures,
A bearing block arranged at a position separated from the bearing plate, and a bearing block.
A pedestal interposed between the pressure plate and the pressure block,
The first connection portion fixed to the pressure bearing block and
A wire rod laid horizontally between the bridge structure on one side and the bridge structure on the other side through the through hole formed in the bearing plate.
The second connection portion fixed to one end of the wire rod,
A connecting member for connecting the first connecting portion and the second connecting portion is provided.
The second connecting portion has a width larger than the inner diameter of the through hole, and is connected to the first connecting portion at a position where a gap is provided with the bearing plate.
The yield point or proof stress of the connecting member is equal to or higher than the design seismic force, and the upper limit of the tensile strength of the connecting member is the proof stress of the first mounting portion and the wire rod formed on the other bridge structure. A bridge collapse prevention device characterized by being smaller than the yield strength of the second mounting part for mounting the end.
前記線材は、前記第一取付部に形成された第一貫通孔および前記第二取付部に形成された第二貫通孔を貫通しているとともに、他端が前記第二取付部に緩衝材を介して取り付けられていることを特徴とする、請求項1に記載の落橋防止装置。 The wire rod penetrates the first through hole formed in the first mounting portion and the second through hole formed in the second mounting portion, and the other end of the wire rod has a cushioning material in the second mounting portion. The bridge collapse prevention device according to claim 1, wherein the bridge collapse prevention device is attached via a bridge collapse. 前記緩衝材が螺旋状のバネ材であり、
前記緩衝材の一端は、前記第二取付部に固定された支圧板に当接されていて、
前記緩衝材の他端には、当該緩衝材を挿通した前記線材の他端が係止されていることを特徴とする、請求項2に記載の落橋防止装置。
The cushioning material is a spiral spring material, and the cushioning material is a spiral spring material.
One end of the cushioning material is in contact with a pressure plate fixed to the second mounting portion.
The bridge collapse prevention device according to claim 2, wherein the other end of the wire rod through which the cushioning material is inserted is locked to the other end of the cushioning material.
前記台座が、鋼管であることを特徴とする、請求項1乃至請求項3のいずれか1項に記載の落橋防止装置。 The bridge collapse prevention device according to any one of claims 1 to 3, wherein the pedestal is a steel pipe. 前記第一接続部および前記第二接続部が、外面に係止部が形成されたブロック材であって、
前記第一接続部および前記第二接続部は、端面同士を突き合せた状態で前記係止部に係止された連結部材により連結されていることを特徴とする、請求項1乃至請求項4のいずれか1項に記載の落橋防止装置。
The first connection portion and the second connection portion are block materials having a locking portion formed on an outer surface thereof.
Claims 1 to 4, wherein the first connecting portion and the second connecting portion are connected by a connecting member locked to the locking portion in a state where the end faces are butted against each other. The bridge collapse prevention device according to any one of the above items.
前記第一接続部が、ボルトを介して前記支圧ブロックに固定されていることを特徴とする、請求項1乃至請求項5のいずれか1項に記載の落橋防止装置。 The bridge collapse prevention device according to any one of claims 1 to 5, wherein the first connecting portion is fixed to the bearing block via a bolt.
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