JP5441187B2 - Bridge joint structure - Google Patents

Bridge joint structure Download PDF

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JP5441187B2
JP5441187B2 JP2011198170A JP2011198170A JP5441187B2 JP 5441187 B2 JP5441187 B2 JP 5441187B2 JP 2011198170 A JP2011198170 A JP 2011198170A JP 2011198170 A JP2011198170 A JP 2011198170A JP 5441187 B2 JP5441187 B2 JP 5441187B2
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floor slab
bridge
recess
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concrete
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實伸 青山
昌己 畔柳
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Central Nippon Highway Engineering Nagoya Co Ltd
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Description

本発明は、既設の橋梁における橋桁の桁端と、それに隣接する別の橋桁の桁端、橋台その他の隣接物(以下「橋桁隣接物」という。)とを接続する橋梁ジョイント構造に関するものである。   The present invention relates to a bridge joint structure for connecting a girder end of an existing bridge with a girder end of another bridge girder adjacent thereto, an abutment and other adjacent objects (hereinafter referred to as “bridge girder adjacency”). .

既設の橋梁における橋桁とそれに隣接する第2の橋桁との接続部分、又は、橋桁とそれに隣接する橋台との接続部分には、通常、伸縮装置が設置されている。一般に、伸縮装置は、橋桁の温度変化、コンクリートのクリープ若しくは乾燥収縮、活荷重などによる橋桁の桁端の伸縮変位及び回転変位を吸収するものであり、フィンガージョイント、ゴムジョイント、切削目地又は埋設ジョイントなど各種のものが用いられている。   In the existing bridge, a telescopic device is usually installed at a connection portion between the bridge girder and the second bridge girder adjacent thereto, or a connection portion between the bridge girder and the abutment adjacent thereto. In general, a telescopic device absorbs expansion / contraction displacement and rotational displacement of a bridge girder end due to temperature change of a bridge girder, creep or drying shrinkage of concrete, live load, etc., and is a finger joint, rubber joint, cutting joint or embedded joint. Etc. are used.

特開2006−328867号公報JP 2006-328867 A 特開2003−309509号公報JP 2003-309509 A 特開昭61−266704号公報JP-A 61-266704 特開昭61−261501号公報JP 61-261501 A 特開昭61−266703号公報JP 61-266703 A

しかしながら、上記した伸縮装置では、フィンガージョイントの鋼製のフェイスプレート(「表面フェースプレート」ともいう。)やゴムジョイントのゴム材などが路面上に存在し、これらの材質がアスファルト製又はコンクリート製の舗装体と異なるため、そこを通過する走行車両の乗り心地を悪化させたり、雨天時などの濡れによる路面特性の変化により走行車両にスリップなどの予測不能な不安定な挙動を誘発させる虞があった。   However, in the above expansion and contraction device, a finger joint steel face plate (also referred to as “surface face plate”) and a rubber joint rubber material are present on the road surface, and these materials are made of asphalt or concrete. Because it is different from a paved body, there is a risk that the riding comfort of the traveling vehicle passing there will be deteriorated, or that the unsteady and unstable behavior such as slip may be induced on the traveling vehicle due to changes in road surface characteristics due to wetness in rainy weather. It was.

また、経年劣化その他の原因による破損に伴って部品や装置全体を交換する補修工事も必要だが、フィンガージョイント型の伸縮装置は、特に補修コストが高く、例えば、1箇所当たりに数百万円から一千万円を要することもあるため、耐用年数が概ね20〜30年と比較的長期ではあるものの、これを装備した道路橋が全国に多数存在することを考慮すれば、補修工事に膨大な費用が継続的に必要となるという問題点がある。   Also, repair work is required to replace parts and the entire device due to damage due to aging or other causes, but finger joint type expansion and contraction devices are particularly expensive, for example from several million yen per location Although it may require 10 million yen, the service life is generally 20-30 years, which is relatively long, but considering the fact that there are many road bridges equipped with this in the whole country, the repair work is enormous. There is a problem that costs are continuously required.

また、フィンガージョイントのフェイスプレート同士の継ぎ目や、フィンガージョイントと舗装体との継ぎ目が路面上に段差を作り出すことから、かかる段差を走行車両が通過する際に、当該走行車両及び橋梁の双方に大きな衝撃が加わり、走行車両の乗り心地の低下や、フィンガージョイントの損傷を招き易いという問題点もある。   In addition, since the joint between the face plates of the finger joint and the joint between the finger joint and the pavement create a step on the road surface, when the traveling vehicle passes through the step, it is large for both the traveling vehicle and the bridge. There is also a problem that an impact is applied and the ride comfort of the traveling vehicle is lowered and the finger joint is easily damaged.

また、切削目地のカッター目地も、路面上に存在する段差となるため、走行車両の通過時に、当該走行車両及び橋梁の双方に衝撃を加える要因となり、走行車両の乗り心地の低下や、舗装体の亀裂、破断その他の損傷を招き易いという問題点がある。しかも、舗装体が破断すれば、そこから路面上にある凍結防止剤等の塩化物イオンを含んだ雨水、融雪水その他の水が橋桁同士間又は橋桁及び橋台間にある遊間へ流れ込み易くなり、橋桁の桁端や支承の塩害等による腐食劣化を招来し易いという問題点もある。   In addition, since the cutting joint of the cutting joint is also a step existing on the road surface, it causes a shock to both the traveling vehicle and the bridge when the traveling vehicle passes, resulting in a decrease in the riding comfort of the traveling vehicle and a pavement. It is easy to cause cracks, breaks and other damages. In addition, if the pavement breaks, rainwater containing snow and ice ions such as anti-freezing agents on the road surface, snowmelt water and other water can easily flow into the gap between the bridge girders or between the bridge girders and the abutment, There is also a problem that corrosion deterioration due to salt damage of bridge girders and bearings tends to be caused.

また、フィンガージョイント、ゴムジョイント、切削目地及び埋設ジョイントのいずれも、橋桁同士間又は橋桁及び橋台間にある遊間の幅を伸縮させて、橋桁の伸縮変位及び回転変位を吸収するものであるため、遊間幅の伸縮により遊間に密嵌された封止材や止水材が剥離され易く、この剥離部分を通じて塩化物イオンを含んだ水が橋桁同士間又は橋桁及び橋台間にある遊間へ流れ込み、橋桁の桁端や支承の塩害等による腐食劣化を発生させるという問題点がある。   In addition, all of the finger joints, rubber joints, cutting joints and embedded joints are designed to absorb the expansion and contraction and rotational displacement of the bridge girder by expanding and contracting the width between the bridge girders or between the bridge girder and the abutment. The sealing material and water-stopping material that are tightly fitted between the gaps are easily peeled off due to the expansion and contraction of the gap width, and water containing chloride ions flows into the gaps between the bridge girders or between the bridge girders and the abutment through this peeling part, There is a problem of causing corrosion deterioration due to salt damage of the girders and bearings.

特に、切削目地や埋設ジョイントにあっては、橋桁の伸縮変位及び回転変位を吸収するため、舗装体自体を伸縮させて橋桁同士間又は橋桁及び橋台間にある遊間の幅を伸縮を許容(吸収)する構造となっているため、舗装体の亀裂発生や破断を誘発させ易いという問題点もある。   In particular, in cutting joints and buried joints, in order to absorb expansion and contraction and rotational displacement of bridge girders, the pavement itself can be expanded and contracted to allow expansion and contraction between bridge girders or between the girders and abutments. ), It is easy to induce cracking and breakage of the pavement.

本発明は、上述した問題点を解決するためになされたものであり、連結部材及び拘束部材を備えた複合体を介して床版及び床版隣接部を一体化することにより、その橋桁と橋桁隣接物とを一体的に変位挙動可能な連動構造体とする橋梁ジョイント構造を提供することを目的としている。   The present invention has been made in order to solve the above-described problems. By integrating a floor slab and a floor slab adjacent portion through a composite including a connecting member and a restraining member, the bridge girder and the bridge girder are integrated. An object of the present invention is to provide a bridge joint structure in which an adjacent structure and an interlocking structure that can be displaced integrally are provided.

この目的を達成するために請求項1の橋梁ジョイント構造は、橋桁の床版と橋桁隣接物の床版隣接部との接続部分に設けられるものであり、遊間を隔てて互いに近接するコンクリート製の床版及び床版隣接部間に跨って架設され、その床版及び床版隣接部のそれぞれに固定され当該床版及び床版隣接部同士を連結する筋材となる連結部材と、その連結部材を内部に被包拘束し変形阻止した状態で床版及び床版隣接部間に跨って架設され、コンクリート製の床版及び床版隣接部に打継ぎ接合される後打ちコンクリート又は後打ちモルタルで形成され、床版及び床版隣接部同士を連接させて前記遊間を覆い塞ぐとともに、その床版及び床版隣接部上に敷設される舗装体の路面と面一状に連続する路面が上面に形成される拘束部材とを備えており、その拘束部材及び連結部材を備えた複合体を介して床版及び床版隣接部を一体化することにより、橋桁と橋桁隣接物とを一体的に変位挙動可能な連動構造体とするものである。
In order to achieve this object, the bridge joint structure according to claim 1 is provided at a connecting portion between the floor slab of the bridge girder and the floor slab adjacent portion of the bridge girder, and is made of concrete adjacent to each other with a gap between them. A connecting member that spans between the floor slab and the adjacent portion of the floor slab, is fixed to each of the floor slab and the adjacent portion of the floor slab, and serves as a reinforcing material for connecting the floor slab and the adjacent portion of the floor slab, and the connecting member In a post-cast concrete or post-cast mortar that is laid across the floor slab and adjacent floor slabs and is jointed to the floor slab and adjacent floor slabs in a state of restraining deformation by encapsulating inside The floor slab and the floor slab adjacent parts are connected to cover and close the play, and the road surface that is flush with the road surface of the pavement laid on the floor slab and the floor slab adjacent part is on the upper surface. A restraining member to be formed, By integrating the floor slab and the floor slab adjoining part via the composite body including the restraining member and the connecting member, the bridge girder and the bridge girder adjoining structure are made into an interlocking structure that can be displaced integrally. .

なお、前記橋桁に隣接する橋桁隣接物は、当該橋桁とは別体でかつ隣接する第2の橋桁、又は、前記橋桁の橋長方向端部を支持する橋台であり、この橋桁隣接物の床版隣接部は、当該橋桁隣接物である第2の橋桁の床版、又は、当該橋桁隣接物である橋台の橋台パラペットである。   The bridge girder adjoining the bridge girder is a second girder separate from the bridge girder and adjacent to the bridge girder, or an abutment supporting the bridge length direction end of the bridge girder. The plate adjacent portion is a floor slab of the second bridge girder that is the bridge girder adjacency or an abutment parapet of the abutment that is the bridge girder adjacency.

この請求項1の橋梁ジョイント構造によれば、連結部材及び拘束部材を備えた複合体が形成されている。この複合体は、その連結部材及び拘束部材を介して床版及び床版隣接部同士を連結及び連接させ、更に、コンクリート製の拘束部材の内部に連結部材を被包拘束して当該連結部材の変形阻止をしている。そのうえ、拘束部材を形成する後打ちコンクリート又は後打ちモルタルと床版及び床版隣接部を形成する既設コンクリートとが接合一体化されることにより、床版及び床版隣接部が一体化されて、橋桁と橋桁隣接物とが一つの連動構造体となっている。   According to the bridge joint structure of the first aspect, the composite body including the connecting member and the restraining member is formed. This composite body connects and connects the floor slab and the floor slab adjacent parts via the connecting member and the restraining member, and further encapsulates and restrains the connecting member inside the concrete restraining member. It is preventing deformation. In addition, post-cast concrete or post-cast mortar that forms the restraining member and existing concrete that forms the floor slab and the floor slab adjacent portion are joined and integrated, so that the floor slab and the floor slab adjacent portion are integrated, The bridge girder and the bridge girder adjoining form one interlocking structure.

このため、橋桁の温度変化、コンクリートのクリープ若しくは乾燥収縮、活荷重などが原因となって橋桁に変位挙動が生じた場合には、この橋桁の変位挙動に連動して橋桁隣接物が一体的に変位挙動させられる。これにより、橋桁の変位挙動に伴って橋桁の桁端に生じた伸縮変位及び回転変位は、橋桁及び橋桁隣接物を一体化した連動構造体の全体的な変位挙動として吸収される。   For this reason, when the displacement behavior of the bridge girder occurs due to temperature changes of the bridge girder, concrete creep or drying shrinkage, live load, etc., the bridge girder adjoining structure is integrated with the displacement behavior of this bridge girder. Displacement behavior. Thereby, the expansion and contraction displacement and the rotational displacement generated at the end of the bridge girder accompanying the displacement behavior of the bridge girder are absorbed as the overall displacement behavior of the interlocking structure in which the bridge girder and the bridge girder adjoining are integrated.

また、拘束部材の上端面の路面と床版の被舗装部及び床版隣接部の被舗装部に敷設されている舗装体とは、面一状に連続した路面を形成するので、路面上に伸縮装置の存在に起因した顕著な段差が防止されるので、これらの段差や異物の存在による走行車両の走行性の低下、橋梁への衝撃の発生が防止される。   In addition, since the road surface of the upper end surface of the restraining member and the paved body laid on the paved portion of the floor slab and the paved portion adjacent to the floor slab form a continuous road surface on the road surface, Since significant steps due to the presence of the telescopic device are prevented, the traveling performance of the traveling vehicle and the occurrence of an impact on the bridge due to the presence of these steps and foreign matter are prevented.

また、コンクリート製又はモルタル製の拘束部材は、床版及び床版隣接部間にある遊間を覆い塞ぎ、なおかつ、同じセメント成分を主成分とするコンクリート製の床版及び床版隣接部と接合一体化されることから、拘束部材と床版及び床版隣接部との材質が異なることから生じる継目もない。このため、凍結防止剤等の塩化物イオンを含んだ雨水、融雪水その他の水が拘束部材に阻まれて、当該水が遊間へ流れ込むことが防止され、橋桁の桁端や支承の塩害等による腐食劣化が防止される。   In addition, the concrete or mortar restraining member covers and closes the gap between the floor slab and the adjacent portion of the floor slab, and is integrated with the concrete floor slab and the adjacent floor slab mainly composed of the same cement component. Therefore, there is no seam resulting from the different materials of the restraining member, the floor slab and the floor slab adjacent portion. For this reason, rain water, snowmelt water and other water containing chloride ions such as anti-freezing agents are blocked by the restraining member, and the water is prevented from flowing into the play space, due to salt damage of bridge girders and bearings. Corrosion degradation is prevented.

請求項2の橋梁ジョイント構造は、請求項1の橋梁ジョイント構造において、前記連結部材及び拘束部材を備えた複合体は、床版及び床版隣接部の被舗装部間に架設され上面が路面となるジョイント舗装部と、床版及び床版隣接部の地覆部間に架設されるジョイント地覆部とを備えており、そのジョイント地覆部がジョイント舗装部及び舗装体の路面に比べて高く隆起している。   The bridge joint structure according to claim 2 is the bridge joint structure according to claim 1, wherein the composite including the connecting member and the restraining member is constructed between the floor slab and the paved portion of the floor slab adjacent portion, and the upper surface is a road surface. A joint pavement section, and a joint ground cover section constructed between the floor slab and the ground cover section adjacent to the floor slab, and the joint ground cover section is higher than the road surface of the joint pavement section and the pavement. It is raised.

この請求項2の橋梁ジョイント構造によれば、請求項1の橋梁ジョイント構造と同様に作用する上、連結部材及び拘束部材を備えた複合体のジョイント地覆部は、当該複合体のジョイント舗装部及び舗装体の路面よりも高く隆起しているので、路面上の水がジョイント地覆部を乗り越えて遊間へ流れ込むことが更に防止される。   According to the bridge joint structure of the second aspect, the joint ground cover portion of the composite body that functions in the same manner as the bridge joint structure of the first aspect and includes the connecting member and the restraining member is a joint pavement portion of the composite body. And since it is raised higher than the road surface of the pavement, it is further prevented that water on the road surface passes over the joint ground cover and flows into the play.

請求項3の橋梁ジョイント構造は、請求項1又は2の橋梁ジョイント構造において、床版の端部のコンクリート上から舗装体を撤去することで凹設される床版凹所と、その床版凹所に隣接するとともに床版隣接部のコンクリート上から舗装体を撤去することで凹設される隣接凹所と、その隣接凹所及び床版凹所の間に存在する前記遊間に密嵌される封止部材と、その封止部材、床版凹所及び隣接凹所により床版と床版隣接部とに跨って一続きに形成される施工凹所と、その施工凹所内に構築され前記床版凹所及び隣接凹所内に各々固定される前記連結部材と、その連結部材を内部に被包した格好で前記施工凹所内に打設される後打ちコンクリート又は後打ちモルタルであって前記床版凹所及び隣接凹所の内側面を成す床版及び床版隣接部のコンクリート面と接合される前記拘束部材とを備えている。   The bridge joint structure according to claim 3 is the bridge joint structure according to claim 1 or 2, wherein the floor slab recess is formed by removing the pavement from the concrete at the end of the floor slab, and the floor slab recess. It is tightly fitted between the adjacent recesses that are recessed by removing the pavement from the concrete on the floor slab adjacent to the floor, and between the adjacent recesses and the floor slab recess. A sealing member, a construction recess formed continuously across the floor slab and the floor slab adjacent portion by the sealing member, the floor slab recess and the adjacent recess, and the floor constructed in the construction recess The connecting member fixed in each of the plate recess and the adjacent recess, and post-cast concrete or post-cast mortar that is cast in the construction recess in a manner that encloses the connecting member. The floor slab that forms the inside surface of the recess and the adjacent recess, and the And a said restraining member is bonded to the cleat plane.

この請求項3又は4の橋梁ジョイント構造によれば、請求項1又は2の橋梁ジョイント構造と同様に作用する上、施工凹所は舗装体の路面から床版端部又は床版隣接部のコンクリート面までの深さがあって拘束部材の型枠となっており、拘束部材は、この施工凹所内に後打ちコンクリート又は後打ちモルタルが打設されることによって形成される。しかも、施工凹所は、床版及び床版隣接部に跨って一続きに形成されるので、そこへ後打ちコンクリート又は後打ちモルタルを打設することによって、拘束部材は、床版及び床版隣接部に跨るように一体的に形成される。   According to this bridge joint structure of claim 3 or 4, it acts in the same manner as the bridge joint structure of claim 1 or 2, and the construction recess is made from the road surface of the pavement to the concrete at the edge of the floor slab or adjacent to the floor slab. There is a depth to the surface to form a formwork of the restraining member, and the restraining member is formed by placing post-cast concrete or post-cast mortar in the construction recess. Moreover, since the construction recesses are formed continuously across the floor slab and the adjacent portion of the floor slab, by placing post-cast concrete or post-cast mortar there, the restraining member is the floor slab and floor slab. It is integrally formed so as to straddle adjacent portions.

そのうえ、施工凹所の内側面を成す既設コンクリート面は、拘束部材となる後打ちコンクリート又は後打ちモルタルの接合面そのものであることから、この施工凹所内へ後打ちコンクリート又は後打ちモルタルを打設して硬化させること自体が、床版及び床版隣接部と拘束部材との接合状態を作り出すものとなる。   In addition, since the existing concrete surface that forms the inner surface of the construction recess is the joint surface itself of post-cast concrete or post-cast mortar that becomes a restraining member, post-cast concrete or post-cast mortar is placed in this construction recess. Then, the curing itself creates a joining state of the floor slab and the floor slab adjacent portion and the restraining member.

しかも、床版凹所及び隣接凹所の形成に際しては、床版の端部のコンクリート上及び床版隣接部のコンクリート上からは舗装体が除去されたが、拘束部材となる後打ちコンクリート又は後打ちモルタルの打設硬化によって、舗装体の撤去部分が埋め戻されて既設の舗装体と連続した路面が修復再建される。   Moreover, when the floor slab recess and the adjacent recess were formed, the pavement was removed from the concrete at the edge of the floor slab and from the concrete adjacent to the floor slab. By the placement hardening of the mortar, the removed part of the pavement is backfilled and the road surface continuous with the existing pavement is restored and reconstructed.

請求項4の橋梁ジョイント構造は、請求項3の橋梁ジョイント構造において、前記床版凹所の底部には床版端部のコンクリートの表層部を除去した床版はつり部が設けられ、前記隣接凹所の底部には床版隣接部のコンクリートの表層部を除去した隣接はつり部が設けられ、前記拘束部材は、前記施工凹所内に打設される後打ちコンクリート又は後打ちモルタルであって前記床版凹所及び隣接凹所の内側面を成す前記床版はつり部及び隣接はつり部のコンクリート面と接合される。   A bridge joint structure according to a fourth aspect is the bridge joint structure according to the third aspect, wherein a floor slab from which the surface layer portion of the concrete at the end of the floor slab is removed is provided with a suspended portion at the bottom of the floor slab recess. The bottom part of the place is provided with an adjacent suspension part from which the surface layer part of the concrete adjacent to the floor slab is removed, and the restraining member is post-cast concrete or post-cast mortar cast in the construction recess, The floor slab, which forms the inner surface of the plate recess and the adjacent recess, is joined to the concrete part of the suspension part and the adjacent part.

この請求項4の橋梁ジョイント構造によれば、特に、舗装体の厚みが比較的薄いタイプである場合に、舗装体を撤去するだけでは拘束部材に必要な厚みを確保できないときでも、床版及び床版隣接部のコンクリート表層部を除去して床版はつり部及び隣接はつり部を設けることで、拘束部材の厚み相当する床版凹所及び隣接凹所の深さを確保することができる。   According to the bridge joint structure of this claim 4, particularly when the thickness of the pavement is relatively thin, even when the thickness required for the restraining member cannot be ensured only by removing the pavement, the floor slab and By removing the concrete surface layer portion of the floor slab adjacent portion and providing the suspended portion and the adjacent suspended portion of the floor slab, the depth of the floor slab recess and the adjacent recess corresponding to the thickness of the restraining member can be ensured.

また、このように床版凹所及び隣接凹所の形成に際して、床版及び床版隣接部からコンクリートが除去され、なおかつ、舗装体からその一部が撤去されても、拘束部材となる後打ちコンクリート又は後打ちモルタルの打設硬化によって、床版はつり部及び隣接はつり部並びに舗装体の撤去部分が埋め戻されることで、床版、床版隣接部及び舗装体のいずれもが修復再建される。   Further, when the floor slab recess and the adjacent recess are formed in this manner, even if the concrete is removed from the floor slab and the floor slab adjacent portion and a part thereof is removed from the pavement, the post-coating that becomes a restraining member By placing and hardening concrete or post-molded mortar, the floor slab is rehabilitated by refilling the suspended part, the adjacent suspended part and the removed part of the pavement, so that the floor slab, the adjacent part of the floor slab and the paved body are restored and reconstructed. .

請求項5の橋梁ジョイント構造は、請求項1から4のいずれかの橋梁ジョイント構造において、前記床版隣接物は橋台であり、前記床版隣接部は橋台パラペットであり、前記拘束部材における前記遊間に跨って架設される部分は、その断面積が橋桁の断面積及び橋台パラペットの断面積に比べて小さく、かつ、その断面係数が橋桁の断面係数及び橋台パラペットの断面係数に比べて小さく形成されている。   The bridge joint structure according to claim 5 is the bridge joint structure according to any one of claims 1 to 4, wherein the floor slab adjoining object is an abutment, the floor slab adjoining part is an abutment parapet, and the gap between the restraint members The cross-sectional area of the bridge straddle is smaller than the cross-sectional area of the bridge girder and the cross-sectional area of the abutment parapet, and the cross-sectional modulus is smaller than the cross-section coefficient of the abutment girder and the cross-section coefficient of the abutment parapet. ing.

請求項6の橋梁ジョイント構造は、請求項1から4のいずれかの橋梁ジョイント構造において、前記床版隣接物は前記橋桁に遊間を隔てて隣接する第2の橋桁であり、前記床版隣接部は第2の橋桁の床版であり、前記拘束部材における前記遊間に跨って架設される部分は、その断面積が前記橋桁の断面積及び第2の橋桁の断面積に比べて小さく、かつ、その断面係数が前記橋桁の断面係数及び第2の橋桁の断面係数に比べて小さく形成されている。   The bridge joint structure according to claim 6 is the bridge joint structure according to any one of claims 1 to 4, wherein the floor slab adjoining object is a second bridge girder adjacent to the bridge girder with a gap, and the floor slab adjacent part. Is a floor slab of the second bridge girder, and the portion of the restraining member that spans the gap is smaller in cross-sectional area than the cross-sectional area of the bridge girder and the second girder, and The section modulus is formed smaller than the section modulus of the bridge girder and the section modulus of the second bridge girder.

この請求項5又は6の橋梁ジョイント構造によれば、請求項1から4のいずれかの橋梁ジョイント構造と同様に作用する上、拘束部材における遊間に跨って架設される部分は、その断面積及び断面係数が橋桁及び橋台パラペットのものに比べて小さく形成されるので、その分、橋桁及び橋台パラペットに比べて、引張耐力、圧縮耐力及び曲げ耐力が小さく、部材として弱く形成されている。   According to this bridge joint structure of claim 5 or 6, it acts in the same way as the bridge joint structure of any one of claims 1 to 4, and the portion of the restraining member that spans between the gaps has its cross-sectional area and Since the section modulus is smaller than that of the bridge girder and the abutment parapet, the tensile strength, compression strength and bending strength are smaller than that of the bridge girder and abutment parapet, and the member is formed weaker.

このため、複合体における遊間に跨って架設される部分の引張耐力、圧縮耐力又は曲げ耐力を超える過大な力が作用した場合、床版及び床版隣接部ではなく、拘束部材及びそれに被包される連結部材に負荷が集中してこれらが優先的に破壊される。さすれば、橋桁及び橋桁隣接物の繋がりは断絶されるので、地震時に橋桁及び橋桁隣接物が連動構造体として変位挙動することが回避される。   For this reason, when an excessive force exceeding the tensile strength, compression strength, or bending strength of the portion of the composite straddling the gap is applied, not the floor slab and the adjacent portion of the floor slab, but the encased member The load is concentrated on the connecting member to be destroyed preferentially. In this case, since the connection between the bridge girder and the bridge girder adjoining is cut off, it is avoided that the bridge girder and the bridge girder adjacency behave as a linked structure during an earthquake.

つまり、橋桁と橋桁隣接物との変位挙動の連動が解消される結果、橋桁及び橋桁隣接物は、それぞれ固有の変位挙動を取り戻すので、大規模地震時のように過大な力が作用する状況下でも、連動構造体が一体的に変位挙動することを原因として発生するであろう床版又は床版隣接部の損傷や破壊を回避できる。   In other words, as the result of the cancellation of the linkage between the displacement behavior of the bridge girder and the bridge girder adjacency, the bridge girder and the bridge girder adjacency each regain their inherent displacement behavior, so that an excessive force is applied as in a large-scale earthquake. However, it is possible to avoid damage or destruction of the floor slab or the adjacent part of the floor slab that would occur due to the integral displacement of the interlocking structure.

もっとも、請求項1から6の橋梁ジョイント構造によれば、いずれも連結部材及び拘束部材を備えた複合体と床版又は床版隣接部との付着力を超える過大な力が作用する場合、その力は既設コンクリートと後打ちコンクリート又は後打ちモルタルとの接合部にも負荷が集中し易く、この接合部がせん断破壊することにより、橋桁及び橋桁隣接物の繋がりが断絶されることもある。   However, according to the bridge joint structure of claims 1 to 6, when an excessive force exceeding the adhesive force between the composite having the connecting member and the restraining member and the floor slab or the floor slab adjacent portion is applied, The force tends to concentrate on the joint between the existing concrete and post-cast concrete or post-mortar mortar, and the joint between the bridge girder and the adjacent bridge girder may be broken by shear failure of the joint.

請求項7の橋梁ジョイント構造は、請求項1から6のいずれかの橋梁ジョイント構造において、前記連結部材は、床版及び床版隣接部内に配筋される筋材と分離独立した状態で床版及び床版隣接部のコンクリートに固定されているものである。   The bridge joint structure according to claim 7 is the bridge joint structure according to any one of claims 1 to 6, wherein the connecting member is separated and independent from the floor slab and the reinforcing material arranged in the floor slab adjacent portion. And it is fixed to the concrete adjacent to the floor slab.

この請求項7の橋梁ジョイント構造によれば、請求項1から6のいずれかの橋梁ジョイント構造と同様に作用する上、連結部材は、床版及び床版隣接部に配筋される筋材と分離独立している。このため、拘束部材及びそれに被包される連結部材に負荷が集中してこれらが優先的に破壊される場合に、これらの複合体の破壊に伴って床版及び床版隣接部の筋材まで破壊されることを防止でき、当該破壊に伴う被害の拡大を抑制し、復旧工事の規模縮小が図られる。   According to the bridge joint structure of claim 7, the connecting member acts in the same manner as the bridge joint structure of any one of claims 1 to 6, and the connecting member includes a slab arranged in the floor slab and the adjacent portion of the floor slab. Separated and independent. For this reason, when loads are concentrated on the restraining member and the connecting member encapsulated in the restraining member, and these are preferentially destroyed, the floor slab and the stiffeners adjacent to the floor slab are broken along with the destruction of these composites. It can be prevented from being destroyed, the expansion of damage caused by the destruction can be suppressed, and the scale of restoration work can be reduced.

請求項8の橋梁ジョイント構造は、請求項1から7のいずれかの橋梁ジョイント構造において、前記連結部材は、前記床版凹所及び隣接凹所の内側面を成すコンクリートに挿入され埋め込まれるアンカー筋材と、そのアンカー筋材を床版及び床版隣接部のコンクリートに接着固定する接着継手とを有する接着系のあと施工アンカーを備えている。   The bridge joint structure according to claim 8 is the bridge joint structure according to any one of claims 1 to 7, wherein the connecting member is inserted and embedded in the concrete forming the inner surface of the floor slab recess and the adjacent recess. It has an adhesive post-installed anchor having a material and an adhesive joint for adhering and fixing the anchor bar material to the concrete of the floor slab and the adjacent part of the floor slab.

本発明の橋梁ジョイント構造によれば、連結部材及び拘束部材を備えた複合体は、床版及び床版隣接部間にある遊間を覆い塞ぎ、かつ、床版及び床版隣接部同士を連結及び連接するとともに、床版及び床版隣接部の被舗装部の上に敷設される舗装体とともに面一状に連続した路面を形成することができるという効果がある。   According to the bridge joint structure of the present invention, the composite including the connecting member and the restraining member covers the gap between the floor slab and the floor slab adjacent portion, and connects the floor slab and the floor slab adjacent portion to each other. In addition to being connected, there is an effect that it is possible to form a road surface that is continuous with the floor slab and the paved body laid on the paved portion of the floor slab adjacent portion.

これにより、橋桁及び橋桁隣接物の接続部分における路面上から伸縮装置を撤去できるので、そこを通過する走行車両の乗り心地の悪化や予測不能な不安定な挙動を抑制できるという効果がある。しかも、面一状の路面が橋桁及び橋桁隣接物の接続部分で途切れることなく連続するので、そこを走行車両が通過することによる衝撃発生が回避され、かかる衝撃による走行車両の乗り心地の悪化や橋梁設備の損傷を防止できるという効果がある。   Thereby, the telescopic device can be removed from the road surface at the connection part of the bridge girder and the bridge girder adjoining object, so that it is possible to suppress deterioration in ride comfort and unpredictable unstable behavior of the traveling vehicle passing there. In addition, since the flush road surface is continuous without interruption at the connection part of the bridge girder and the bridge girder adjacency, the occurrence of impact due to the passing of the traveling vehicle is avoided, and the ride comfort of the traveling vehicle due to such impact is reduced. This has the effect of preventing damage to the bridge equipment.

また、連結部材及び拘束部材を備えた複合体は、筋材を配筋してコンクリート又はモルタルを打設するという一般的かつ簡素な工事作業を用いて床版及び床版隣接部を直接繋ぎ合わせるだけなので、フィンガージョイント、埋設ジョイント又はゴムジョイントなどの特別な伸縮装置を設置する場合に比べて補修工事費を削減できるという効果もある。   In addition, the composite including the connecting member and the restraining member directly connects the floor slab and the adjacent portion of the floor slab using a general and simple construction work in which a reinforcing material is arranged and concrete or mortar is placed. Therefore, there is an effect that repair work costs can be reduced as compared with the case where a special expansion / contraction device such as a finger joint, a buried joint or a rubber joint is installed.

また、連結部材及び拘束部材を備えた複合体により床版及び床版隣接部にある遊間が覆い塞がれ、その拘束部材は、同じくセメント成分を主成分としたコンクリート製の床版及び床版隣接部と接合一体化されているので、凍結防止剤等の塩化物イオンを含んだ雨水、融雪水その他の水が、遊間へ流れ込むことを防止でき、橋桁の桁端や支承の塩害等による腐食劣化を回避できるという効果がある。   Also, the composite with the connecting member and the restraining member covers and closes the floor slab and the space between the floor slab adjacent parts, and the restraining member is also a concrete floor slab and floor slab that are also mainly composed of a cement component. Because it is joined and integrated with the adjacent part, rainwater, snowmelt water and other water containing chloride ions such as antifreeze agents can be prevented from flowing into the play, and corrosion due to salt damage of bridge girders and bearings There is an effect that deterioration can be avoided.

また、連結部材及び拘束部材を備えた複合体によって、橋桁及び橋桁隣接物間にある遊間幅の伸縮を防止した上で、橋桁の桁端の伸縮変位及び回転変位を、連動構造体全体の変位挙動として吸収するので、従来の伸縮装置のうち切削目地や埋設ジョイント等に見られた遊間の伸縮に伴った舗装体の亀裂や破断の発生を防止できるという効果がある。   In addition, the composite with the connecting member and the restraining member prevents expansion and contraction of the gap width between the bridge girder and the bridge girder adjacent object, and the expansion and rotation displacement of the girder end of the bridge girder Since it absorbs as a behavior, there is an effect that it is possible to prevent the occurrence of cracks and breakage of the pavement due to the expansion and contraction of the play seen in cutting joints and buried joints among conventional expansion devices.

本発明の一実施例である橋梁ジョイントが適用される橋梁について、その全体構造を示した側面図である。It is the side view which showed the whole structure about the bridge to which the bridge joint which is one Example of this invention is applied. 橋梁ジョイントの施工前の橋梁について、その橋桁と橋台との接続部分を拡大視した橋軸方向断面図であって、(a)は、橋梁ジョイントの舗装部の厚みが舗装体の厚みと等しくなる場合のものを、(b)は、(a)に示すものの変形例であって、橋梁ジョイントの舗装部の厚みが舗装体の厚みを超える場合のものを、それぞれ図示したものである。It is a bridge axial direction sectional view which expanded the connection part of the bridge girder and abutment about the bridge before construction of a bridge joint, and (a) is the thickness of the pavement part of a bridge joint being equal to the thickness of a pavement. (B) is a modification of what is shown in (a), and shows the case where the thickness of the pavement of the bridge joint exceeds the thickness of the pavement. 図2に示した床版と橋台パラペットとの接続部分の平面図である。It is a top view of the connection part of the floor slab shown in FIG. 2, and an abutment parapet. 橋梁ジョイントの平面図である。It is a top view of a bridge joint. 橋梁ジョイントの内部構造を示した断面図であり、特に、(a)は、図4のVa−Va線における橋梁の舗装体、被舗装部及び橋梁ジョイントの舗装部の橋軸方向断面図であり、(b)は、(a)のC部の拡大図である。It is sectional drawing which showed the internal structure of the bridge joint, and (a) is a bridge-axis direction sectional view of the pavement body of a bridge, a pavement part, and the pavement part of a bridge joint in the Va-Va line of FIG. , (B) is an enlarged view of part C of (a). 橋梁ジョイントの内部構造を示した断面図であり、図4のVIb−VIb線における橋梁の地覆部を示した橋軸方向断面図である。It is sectional drawing which showed the internal structure of the bridge joint, and is a bridge-axis direction sectional view which showed the ground cover part of the bridge in the VIb-VIb line | wire of FIG. (a)は、橋梁ジョイントの内部構造を示した橋軸直角方向断面図であり、(b)は、(a)のD部の拡大図である。(A) is a cross-sectional view perpendicular to the bridge axis showing the internal structure of the bridge joint, and (b) is an enlarged view of a portion D in (a). 橋桁、橋台パラペット及び橋梁ジョイントの断面積及び断面係数を説明するために例示した橋梁モデルの模式図である。It is the schematic diagram of the bridge model illustrated in order to demonstrate the cross-sectional area and section modulus of a bridge girder, an abutment parapet, and a bridge joint. 橋梁ジョイントを施工した橋梁の変位挙動を示した模式図であり、(a)は、無変形状態にある橋梁を、(b)は、橋桁が撓み状態にある橋梁を、(c)は、橋桁が伸長状態にある橋梁を、(d)は、橋桁の収縮状態にある橋梁を、それぞれ図示したものである。It is the model which showed the displacement behavior of the bridge which constructed the bridge joint, (a) is a bridge in an undeformed state, (b) is a bridge in which a bridge girder is in a bent state, (c) is a bridge girder. (D) shows the bridge in the contracted state of the bridge girder. (a)は、別の変形例の橋梁ジョイントの平面図であり、(b)は、別の変形例の橋梁ジョイントの被舗装部の内部構造の橋軸方向断面図である。(A) is a top view of the bridge joint of another modification, (b) is a bridge axial direction sectional view of the internal structure of the pavement part of the bridge joint of another modification.

以下、本発明の橋梁ジョイント構造についての好ましい実施の形態に関し、添付図面を参照して説明する。なお、各図では橋梁1における橋桁3及び橋台4に配筋される鉄筋の図示を省略している。   Hereinafter, preferred embodiments of the bridge joint structure of the present invention will be described with reference to the accompanying drawings. In each figure, the reinforcing bars arranged in the bridge girder 3 and the abutment 4 in the bridge 1 are not shown.

図1は、本発明の一実施例である橋梁ジョイント20が適用される橋梁1について、その全体構造を示した側面図である。図1に示すように、後述する橋梁ジョイント20(図4以降を参照のこと。以下同じ。)の適用対象となる橋梁1は、主に、舗装体2と、橋桁3と、橋台4とを備えた既設の道路橋であり、特に、その橋桁3に使用されるコンクリートのクリープ及び乾燥収縮が収束状態にあるものがより好適である。   FIG. 1 is a side view showing the overall structure of a bridge 1 to which a bridge joint 20 according to an embodiment of the present invention is applied. As shown in FIG. 1, a bridge 1 to which a bridge joint 20 described later (refer to FIG. 4 and the following is the same) is mainly composed of a pavement 2, a bridge girder 3, and an abutment 4. It is an existing road bridge provided, and in particular, a concrete in which creep and drying shrinkage of concrete used for the bridge girder 3 are in a converged state is more preferable.

また、橋梁ジョイント20の適用対象となる橋梁1は、概ね橋長が10m〜50m級のコンクリート橋(鉄筋コンクリート橋、プレストレストコンクリート橋を含む。以下同じ。)又は鋼橋である中規模の一径間単純桁橋である。更に言えば、橋梁ジョイント20を適用する場合、橋梁1は、1年間の温度変化に伴う橋桁3の伸縮(橋軸方向の伸縮をいう。以下同じ)長が±13mm程度までの範囲(以下「伸縮許容範囲」ともいう。)で変化するものがより好適である。   In addition, the bridge 1 to which the bridge joint 20 is applied is a medium-sized single span which is a concrete bridge (including a reinforced concrete bridge and a prestressed concrete bridge, the same applies hereinafter) or a steel bridge having a bridge length of 10 m to 50 m. It is a simple girder bridge. Furthermore, when the bridge joint 20 is applied, the bridge 1 is in a range where the length of the bridge girder 3 expands and contracts (which means the expansion and contraction in the direction of the bridge axis. What is also referred to as “extension allowable range”) is more preferable.

ここで、例えば、財団法人日本道路協会「道路橋示方書・同解説(平成14年3月発行)」59頁(表−2.2.16)に準拠すれば、コンクリート橋の年間温度変化が普通地方で−5℃〜+35℃、寒冷地方で−15℃〜+35℃であり、上路橋型の鋼橋の年間温度変化が普通地方で−10℃〜+35℃、寒冷地方で−20℃〜+40℃であるので、コンクリート橋の線膨張係数を10×10−6(m/℃)、鋼橋の線膨張係数を12×10−6(m/℃)、及び、橋長(最大長)を50mとするならば、コンクリート橋の橋桁の伸縮長は、普通地方で±10mm、寒冷地方で±12.5mmとなり、鋼橋の橋桁の伸縮長は、普通地方で±13.5mm、寒冷地方で±18mmとなる。   Here, for example, according to the Japan Road Association “Road Bridge Specification / Explanation (issued in March 2002)” on page 59 (Table 2.2.16), the annual temperature change of the concrete bridge It is -5 ° C to + 35 ° C in ordinary regions, -15 ° C to + 35 ° C in cold regions, and the annual temperature change of upper bridge type steel bridges is -10 ° C to + 35 ° C in ordinary regions, and -20 ° C in cold regions Since it is + 40 ° C., the linear expansion coefficient of the concrete bridge is 10 × 10 −6 (m / ° C.), the linear expansion coefficient of the steel bridge is 12 × 10 −6 (m / ° C.), and the bridge length (maximum length). If the length is 50 m, the expansion / contraction length of the bridge girder of the concrete bridge is ± 10 mm in the normal region and ± 12.5 mm in the cold region, and the expansion / contraction length of the steel bridge girder is ± 13.5 mm in the normal region. Is ± 18 mm.

つまり、このことは、橋長50m以下のコンクリート橋については、それが普通地方及び寒冷地方のいずれの地方に建設されていても、その全てが橋梁ジョイント20の適用対象に該当することを意味している。また、橋長50m以下の鋼橋のうち、普通地方及び寒冷地方に建設される一部については上記した伸縮許容範囲外となるものの、残る大半のものについては上記した伸縮許容範囲内に含まれることから、橋梁ジョイント20の適用対象に該当するものといえる。   In other words, this means that all concrete bridges with a bridge length of 50 m or less fall under the scope of application of the bridge joint 20 regardless of whether they are constructed in ordinary or cold regions. ing. In addition, among steel bridges with a bridge length of 50 m or less, some of the bridges constructed in ordinary and cold regions are outside the above-mentioned allowable range of expansion, but the remaining majority are included in the above-described allowable range of expansion. Therefore, it can be said that it falls under the application target of the bridge joint 20.

橋梁1の舗装体2は、人、車両その他の交通荷重が直接載荷される道路などの輸送路であり、その表面部分が路面2aとなる。橋桁3は、道路などの輸送路を直接支持する上部構造である。橋台4は、橋桁3を支持するとともに基礎となる地盤Gに設置され、当該橋台4に加わる荷重を地面上にて保持する下部構造である。   The pavement 2 of the bridge 1 is a transportation path such as a road on which a traffic load such as a person, a vehicle or the like is directly loaded, and the surface portion thereof becomes a road surface 2a. The bridge girder 3 is an upper structure that directly supports a transportation route such as a road. The abutment 4 is a lower structure that supports the bridge girder 3 and is installed on the ground G as a foundation, and holds the load applied to the abutment 4 on the ground.

橋桁3は、主に、その床版5と主桁6とを備えている。床版5は、その上面に敷設される舗装体2を支持するコンクリート製(鉄筋コンクリート製を含む。以下同じ。)の構造物である。また、主桁6は、舗装体2及び床版5からなる橋床を下方から支持する構造物である。なお、橋桁3には、床版5と主桁6とが一体となったタイプのものと、床版5と主桁6とが別体となったタイプのものとがあるが、少なくとも床版5がコンクリート製であれば何れのタイプであっても良い。   The bridge girder 3 mainly includes a floor slab 5 and a main girder 6. The floor slab 5 is a structure made of concrete (including reinforced concrete, the same applies hereinafter) that supports the pavement 2 laid on the upper surface thereof. The main girder 6 is a structure that supports the bridge floor composed of the pavement 2 and the floor slab 5 from below. The bridge girder 3 includes a type in which the floor slab 5 and the main girder 6 are integrated and a type in which the floor slab 5 and the main girder 6 are separated, but at least the floor slab. As long as 5 is made of concrete, any type may be used.

また、橋台4は、支承7を介して橋桁3の長手方向両端部を支持するコンクリート製の構造物である。橋台4には、その上部にパラペット(以下「橋台パラペット」という。)8が設けられており、この橋台パラペット8は、盛土土工部G1と橋桁3との間に介設され、交通荷重や土圧を受けるコンクリート製の構造物である。   The abutment 4 is a concrete structure that supports both ends of the bridge girder 3 in the longitudinal direction via the support 7. The abutment 4 is provided with a parapet (hereinafter referred to as “abutment parapet”) 8 at the upper portion thereof. The abutment parapet 8 is interposed between the embankment section G1 and the bridge girder 3, and is used for traffic load and soil. It is a concrete structure that receives pressure.

図2は、橋梁ジョイント20の施工前の橋梁1について、その橋桁3と橋台4との接続部分を拡大視した橋軸方向断面図である。ここで、図2(a)は、橋梁ジョイント20の舗装部20Aの厚みtが舗装体2の厚みTと等しくなる場合のものを、図2(b)は、図2(a)に示すものの変形例であって、橋梁ジョイント20の舗装部20Aの厚みtが舗装体2の厚みTを超える場合のものを、それぞれ図示したものである。   FIG. 2 is a cross-sectional view in the direction of the bridge axis in which the connection portion between the bridge girder 3 and the abutment 4 of the bridge 1 before construction of the bridge joint 20 is enlarged. Here, FIG. 2A shows the case where the thickness t of the pavement 20A of the bridge joint 20 is equal to the thickness T of the pavement 2, and FIG. 2B shows the case shown in FIG. This is a modification, and the case where the thickness t of the pavement 20A of the bridge joint 20 exceeds the thickness T of the pavement 2 is illustrated respectively.

なお、図2では、橋梁1の橋軸方向一端側のみを図示しているが、当該橋梁1の橋軸方向他端側は、図2に図示したものと対称な構造となっている。   In FIG. 2, only one end side in the bridge axis direction of the bridge 1 is illustrated, but the other end side in the bridge axis direction of the bridge 1 has a symmetric structure with that illustrated in FIG. 2.

また、この先で説明する図5から図10(後述する当該各図に関する説明を含む。)については、原則として、図2(a)に示した床版凹所11及び橋台凹所12を適用したものであり、図2(b)に示した床版凹所11及び橋台凹所12の変形例を適用した場合については、図2(a)の場合のものと同一となる内容については省略し、異なる部分についてのみ特記している。   In addition, for FIG. 5 to FIG. 10 (including explanations for the respective drawings to be described later) described below, in principle, the floor slab recess 11 and the abutment recess 12 shown in FIG. 2A are applied. In the case of applying the modification of the floor slab recess 11 and the abutment recess 12 shown in FIG. 2B, the same contents as those in FIG. 2A are omitted. Only the differences are noted.

図2(a)に示すように、既設の橋梁1における橋桁3と橋台4との接続部分からは、橋梁ジョイント20を施工するため、当初設置されていた伸縮装置(図示せず。)が撤去されている。伸縮装置は、橋桁3の温度変化、コンクリートのクリープ若しくは乾燥収縮、活荷重などによる橋桁3の桁端の伸縮変位及び回転変位を吸収するための装置である。また、伸縮装置の撤去に際し、橋桁3及び橋台4の接続部分のコンクリート上に敷設される舗装体2も併せて撤去されている。   As shown in FIG. 2A, the telescopic device (not shown) originally installed is removed from the connecting portion between the bridge girder 3 and the abutment 4 in the existing bridge 1 in order to construct the bridge joint 20. Has been. The telescopic device is a device for absorbing expansion / contraction displacement and rotational displacement of the beam end of the bridge girder 3 due to temperature change of the bridge girder 3, creep or drying shrinkage of concrete, live load, and the like. Moreover, when removing the telescopic device, the pavement 2 laid on the concrete at the connecting portion of the bridge girder 3 and the abutment 4 is also removed.

橋桁3と橋台パラペット8との対向面間には、所定幅(例えば30m〜50mm程度)の遊間9がもともと設けられており、この遊間9を介して橋桁3と橋台パラペット8とは分断されている。橋桁3の床版5と橋台パラペット8とは、かかる遊間9を隔てて互いに近接して設けられている。また、遊間9は、上記した伸縮装置が撤去されることにより路面2a側に露出された状態となっている。   A gap 9 having a predetermined width (for example, about 30 m to 50 mm) is originally provided between the facing surfaces of the bridge girder 3 and the abutment parapet 8, and the bridge girder 3 and the abutment parapet 8 are divided through the gap 9. Yes. The floor slab 5 of the bridge girder 3 and the abutment parapet 8 are provided close to each other with such a gap 9 therebetween. Further, the clearance 9 is exposed to the road surface 2a side by removing the above-described telescopic device.

それから、橋桁3の桁端(橋軸方向端部)の床版5上面には床版凹所11が形成されている。この床版凹所11は、橋桁3の桁端における橋台パラペット8との対向端面から反橋台パラペット8側(図2右側)へ向けた所定の奥行L1と、床版5上の舗装体2の路面2a(上面)から所定の深さH1とを有した凹みである。   Then, a floor slab recess 11 is formed on the top surface of the floor slab 5 at the end of the bridge girder 3 (end in the bridge axis direction). The floor slab recess 11 has a predetermined depth L1 from the opposite end face of the bridge girder 3 to the abutment parapet 8 (on the right side in FIG. 2) and the pavement 2 on the floor slab 5. It is a dent having a predetermined depth H1 from the road surface 2a (upper surface).

なお、以下の説明(図示を含む。)において、「A」の表記は、被舗装部又は舗装部を示す表記であり、床版5の被舗装部5A、橋台パラペット8の被舗装部8A若しくは橋梁ジョイント20の舗装部20Aのいずれかを示す表記又はこれらの総称を示す表記を意味し、「B」の表記は、地覆部を示す表記であり、床版5の地覆部5B、橋台パラペット8の地覆部8B若しくは橋梁ジョイント20の地覆部20Bのいずれかを示す表記又はこれらの総称を示す表記を意味する。   In the following description (including illustrations), the notation “A” indicates a paved portion or a paved portion, and the paved portion 5A of the floor slab 5 or the paved portion 8A of the abutment parapet 8 or The notation which shows either the pavement part 20A of the bridge joint 20 or the notation which shows these generic names is meant, The notation of "B" is the notation which shows a ground cover part, the ground cover part 5B of the floor slab 5, the abutment It means a notation indicating either the ground cover portion 8B of the parapet 8 or the ground cover portion 20B of the bridge joint 20, or a notation indicating a generic name thereof.

また、橋台パラペット8の上面のうち床版凹所11の形成部分との対峙箇所には橋台凹所12が設けられている。この橋台凹所12は、橋台パラペット8における橋桁3の桁端との対向面から反橋桁3側(図2左側)へ向けた所定の奥行L2と、橋台パラペット8上の舗装体2の路面2a(上面)から所定の深さH2とを有した凹みである。   Further, an abutment recess 12 is provided at a location facing the formation portion of the floor slab recess 11 on the upper surface of the abutment parapet 8. The abutment recess 12 includes a predetermined depth L2 from the surface facing the end of the bridge girder 3 in the abutment parapet 8 toward the anti-bridge girder 3 side (left side in FIG. 2), and the road surface 2a of the pavement 2 on the abutment parapet 8. It is a recess having a predetermined depth H2 from the (upper surface).

さらに、床版凹所11及び橋台凹所12を隔てる遊間9には、この遊間9を覆い塞ぐための目地材であるバックアップ材13が密嵌されている。このバックアップ材13の遊間9への密嵌により、床版凹所11及び橋台凹所12は、床版5と橋台パラペット8とに跨って形成される一続きの凹みとなり、この凹みが橋梁ジョイント20を施工するための施工凹所14とされている。   Further, a back-up material 13, which is a joint material for covering and closing the space 9, is tightly fitted in the space 9 separating the floor slab recess 11 and the abutment recess 12. Due to the close fitting of the backup material 13 in the gap 9, the floor slab recess 11 and the abutment recess 12 become a continuous recess formed across the floor slab 5 and the abutment parapet 8, and this recess is a bridge joint. It is set as the construction recess 14 for constructing 20.

施工凹所14は、橋梁ジョイント20の主要部をなす鉄筋コンクリートを打設するための型枠となる凹所であり、バックアップ材13が当該型枠の一部となることで、この施工凹所14に充填された後打ちコンクリート又は後打ちモルタルが遊間9から流出することが防止されている。   The construction recess 14 is a recess serving as a mold for placing reinforced concrete forming the main part of the bridge joint 20, and the construction recess 14 is formed by the backup material 13 being a part of the mold. It is possible to prevent the post-cast concrete or the post-cast mortar filled in from flowing out of the gap 9.

また、施工凹所14はその橋軸方向に430mm〜750mm程度の長さLを有しており、床版凹所11及び橋台凹所12の奥行L1,L2は橋軸方向に等しくなっている。例えば、遊間9の幅が30mm〜50mm程度ある場合には、床版凹所11及び橋台凹所12の奥行L1,L2が200mm〜350mmとなる。   The construction recess 14 has a length L of about 430 mm to 750 mm in the bridge axis direction, and the depths L1 and L2 of the floor slab recess 11 and the abutment recess 12 are equal to the bridge axis direction. . For example, when the width of the gap 9 is about 30 mm to 50 mm, the depths L1 and L2 of the floor slab recess 11 and the abutment recess 12 are 200 mm to 350 mm.

また、床版凹所11および橋台凹所12の深さH1,H2はそれぞれ等しくなっており、これらの深さH1,H2は、橋梁ジョイント20の舗装部20Aの厚みt(例えば80mm程度)と等しくなるように設定されている(図5(a)参照。)。   Further, the depths H1 and H2 of the floor slab recess 11 and the abutment recess 12 are equal to each other, and these depths H1 and H2 are equal to the thickness t (for example, about 80 mm) of the pavement 20A of the bridge joint 20. They are set to be equal (see FIG. 5A).

ここで、図2(a)に示すように、橋梁ジョイント20の舗装部20Aの厚みtが舗装体2の厚み(以下「舗装厚」という。)Tと等しくできるような場合であれば(t=T)、床版凹所11及び橋台凹所12の深さH1,H2は、舗装厚Tと等しくなる(H1,H2=T)。かかる場合、床版凹所11および橋台凹所12は、床版5及び橋台パラペットの被舗装部5A,8A上から舗装体2のみを撤去することで形成(施工)される。   Here, as shown in FIG. 2A, if the thickness t of the pavement 20A of the bridge joint 20 can be equal to the thickness T of the pavement 2 (hereinafter referred to as “pavement thickness”) (t = T), the depths H1 and H2 of the floor slab recess 11 and the abutment recess 12 are equal to the pavement thickness T (H1, H2 = T). In such a case, the floor slab recess 11 and the abutment recess 12 are formed (constructed) by removing only the paved body 2 from the paved portions 5A and 8A of the floor slab 5 and the abutment parapet.

さらに、床版凹所11及び橋台凹所12の底部にはそれぞれ係合穴13aが削成凹設されている。これらの係合穴13aは、橋梁ジョイント20の連結部材21を係合させるための有底の穴である(図5参照。)。   Furthermore, an engagement hole 13a is formed in the bottom of the floor slab recess 11 and the abutment recess 12 respectively. These engagement holes 13a are bottomed holes for engaging the connecting member 21 of the bridge joint 20 (see FIG. 5).

図2(b)を参照して、床版凹所11および橋台凹所12の変形例について説明する。上記した図2(a)の場合とは異なり、橋梁ジョイント20の舗装部20Aの厚みtが舗装体2の厚み(以下「舗装厚」という。)Tを超える必要がある場合には(t>T)、床版凹所11及び橋台凹所12の深さH1,H2は、橋梁ジョイント20の舗装部20Aの厚みtに等しくなる(H1,H2=t)。   A modification of the floor slab recess 11 and the abutment recess 12 will be described with reference to FIG. Unlike the case of FIG. 2A described above, when the thickness t of the pavement 20A of the bridge joint 20 needs to exceed the thickness T of the pavement 2 (hereinafter referred to as “pavement thickness”) (t> T) The depths H1 and H2 of the floor slab recess 11 and the abutment recess 12 are equal to the thickness t of the pavement 20A of the bridge joint 20 (H1, H2 = t).

このように舗装厚Tが比較的薄い舗装体2である場合にあっては、床版凹所11および橋台凹所12は、床版5及び橋台パラペットの被舗装部5A,8A上から舗装体2を撤去するだけではなく、不足する深さ分だけ、図2(b)に示すように、床版5及び橋台パラペットの被舗装部5A,8Aからコンクリートの表層部を切り欠き除去して床版はつり部5A1及び橋台はつり部8A1を形成することで形成(施工)される。   Thus, in the case of the pavement 2 having a relatively thin pavement thickness T, the floor slab recess 11 and the abutment recess 12 are paved from above the paved portions 5A and 8A of the floor slab 5 and the abutment parapet. As shown in FIG. 2 (b), not only removing 2 but also removing the surface layer of the concrete from the paved portions 5 A and 8 A of the floor slab 5 and the abutment parapet as shown in FIG. The plate is formed (constructed) by forming the suspended portion 5A1 and the abutment by forming the suspended portion 8A1.

図3は、図2に示した床版5と橋台パラペット8との接続部分の平面図である。図3に示すように、施工凹所14には、床版5と橋台パラペット8との遊間9に密嵌されているバックアップ材13を挟んで、橋軸方向両側に床版凹所11及び橋台凹所12がそれぞれ形成されている。   FIG. 3 is a plan view of a connecting portion between the floor slab 5 and the abutment parapet 8 shown in FIG. As shown in FIG. 3, in the construction recess 14, the floor slab recess 11 and the abutment are provided on both sides in the bridge axis direction with a backup material 13 tightly fitted in the gap 9 between the floor slab 5 and the abutment parapet 8. Recesses 12 are respectively formed.

床版凹所11は、床版5の被舗装部5Aの橋軸直角方向全体に渡って凹設されており、その凹設範囲は、当該床版5の被舗装部5Aのみならず、床版5の橋軸直角方向両側にある地覆部5Bの一部分にまで及んでいる。   The floor slab recess 11 is recessed over the entire direction perpendicular to the bridge axis of the paved portion 5A of the floor slab 5, and the recessed area includes not only the paved portion 5A of the floor slab 5 but also the floor. The plate 5 extends to a part of the ground cover portion 5B on both sides in the direction perpendicular to the bridge axis.

また、橋台凹所12は、橋台パラペット8の被舗装部8Aの橋軸直角方向全体に渡って床版凹所11と同じ長さ分だけ凹設されており、その凹設範囲は、床版凹所11と同様に、橋台パラペット8の被舗装部8Aのみならず、橋台パラペット8の橋軸直角方向両側にある地覆部8Bの一部分にまで及んでいる。   Further, the abutment recess 12 is recessed by the same length as the floor slab recess 11 over the entire direction perpendicular to the bridge axis of the paved portion 8A of the abutment parapet 8, and the recessed range is the floor slab. Similar to the recess 11, it extends not only to the paved portion 8 </ b> A of the abutment parapet 8 but also to a part of the ground covering portion 8 </ b> B on both sides of the abutment parapet 8 in the direction perpendicular to the bridge axis.

さらに、床版凹所11の底面には、上記した係合穴13aが床版5の橋軸直角方向に所定間隔で複数凹設されており、橋台凹所12の底面にも、その床版凹所11の底部に凹設される各係合穴13aと対を成す係合穴13aがそれぞれ凹設されている。そして、複数の係合穴13aのうち、床版凹所11及び橋台凹所12で互いに対を成すもの同士は、橋軸方向と平行な同一直線上に凹設されている。   Furthermore, a plurality of engagement holes 13 a described above are provided at a predetermined interval in the direction perpendicular to the bridge axis of the floor slab 5 on the bottom surface of the floor slab recess 11. Engagement holes 13a that are paired with the respective engagement holes 13a that are recessed in the bottom of the recess 11 are respectively provided. Of the plurality of engagement holes 13a, the pair of floor slab recesses 11 and abutment recesses 12 that are paired with each other are recessed on the same straight line parallel to the bridge axis direction.

図4は、橋梁ジョイント20の平面図である。図4に示すように、橋梁1は、橋梁ジョイント20を介して床版5及び橋台パラペット8が繋がれており、この結果、図9に示すように、床版5及び橋台パラペット8が一体化した構造体(以下「連動構造体」という。)30を具備したものとなる。ここで、橋梁ジョイント20は、上記した施工凹所14内に構築されるものであり、床版5及び橋台パラペット8と同じセメント成分を主成分とした鉄筋コンクリート又は鉄筋モルタルで形成されている。   FIG. 4 is a plan view of the bridge joint 20. As shown in FIG. 4, the bridge 1 is connected to the floor slab 5 and the abutment parapet 8 via the bridge joint 20. As a result, as shown in FIG. 9, the floor slab 5 and the abutment parapet 8 are integrated. The structure 30 (hereinafter referred to as “interlocking structure”) 30 is provided. Here, the bridge joint 20 is constructed in the construction recess 14 described above, and is formed of reinforced concrete or reinforced mortar mainly composed of the same cement component as the floor slab 5 and the abutment parapet 8.

橋梁ジョイント20は、舗装部20Aと地覆部20Bとを備えている。この橋梁ジョイント20の舗装部20Aは、その上面が床版5及び橋台パラペット8の被舗装部5A,8A上に敷設される舗装体2の路面2a(上面)と面一状に形成された路面20A1となっており(図5(a)及び図6参照。)、また、橋梁ジョイント20の地覆部20Bは、床版5及び橋台パラペット8の地覆部5B,8Bと連続して形成されている。   The bridge joint 20 includes a pavement 20A and a ground cover 20B. The pavement 20A of the bridge joint 20 has a top surface flush with the road surface 2a (upper surface) of the pavement 2 laid on the pavements 5A and 8A of the floor slab 5 and the abutment parapet 8. 20A1 (see FIGS. 5A and 6), and the ground cover portion 20B of the bridge joint 20 is formed continuously with the ground cover portions 5B and 8B of the floor slab 5 and the abutment parapet 8. ing.

この橋梁ジョイント20の舗装部20A及び地覆部20Bには、床版凹所11及び橋台凹所12を埋め戻して舗装体2の欠損部分と地覆部5B,8Bの欠損部分とを修復再建した部分と、この床版5及び橋台パラペット8間にある遊間9を覆い塞いで当該遊間9の上方に新たに設けられた部分とがある。   In the pavement 20A and the ground cover 20B of the bridge joint 20, the floor slab recess 11 and the abutment recess 12 are back-filled to repair and reconstruct the defective portion of the pavement 2 and the defective portions of the ground cover portions 5B and 8B. And a portion newly provided above the gap 9 by covering and closing the gap 9 between the floor slab 5 and the abutment parapet 8.

なお、上記した図2(b)に示した床版凹所11及び橋台凹所12に関する変形例のように、床版5及び橋台パラペット8に床版はつり部5A1及び橋台はつり部8A1が設けられる場合、橋梁ジョイント20の舗装部20A及び地覆部20Bには、床版5及び橋台パラペット8における被舗装部5A,8Aの欠損部分を修復再建した部分も含まれることとなる。   In addition, like the modification regarding the floor slab recess 11 and the abutment recess 12 shown in FIG. 2B described above, the floor slab 5 and the abutment parapet 8 are provided with the suspension 5A1 and the abutment suspension 8A1. In this case, the pavement portion 20A and the ground cover portion 20B of the bridge joint 20 include a portion in which the missing portions of the pavement portions 5A and 8A in the floor slab 5 and the abutment parapet 8 are repaired and reconstructed.

図4に示すように、この橋梁ジョイント20は、床版5及び橋台パラペット8間に跨って架設される連結部材21及び拘束部材22を備えた複合体であり、連結部材21は、床版5と橋台パラペット8とを連結する鉄筋21a,21bで形成されており、拘束部材22は、連結部材21を内部に被包拘束した状態で床版5及び橋台パラペット8同士を連接させる後打ちコンクリート又は後打ちモルタルで形成されている。   As shown in FIG. 4, the bridge joint 20 is a composite body including a connecting member 21 and a restraining member 22 that are laid across the floor slab 5 and the abutment parapet 8, and the connecting member 21 includes the floor slab 5. And the abutment parapet 8 are formed by reinforcing bars 21a and 21b, and the restraining member 22 is a post-concrete concrete that connects the floor slab 5 and the abutment parapet 8 together in a state where the coupling member 21 is encapsulated. It is made of post-molded mortar.

連結部材21は、複数本の鉄筋21a,21bを結束線などの結着材(図示せず。)を介して互いに結着することにより一体的に組まれた骨組みである。鉄筋21a,21bは、丸鋼、異形棒鋼など鋼製の棒状の筋材である。また、塩害等による腐食劣化を防止するため、鉄筋21a,21bの表面には亜鉛メッキやエポキシ樹脂塗装による防錆処理を施しても良い。なお、鉄筋21a,21bには呼び径が10mm〜19mm程度のものが使用されている。   The connecting member 21 is a frame integrally assembled by binding a plurality of reinforcing bars 21a and 21b to each other via a binding material (not shown) such as a binding wire. The reinforcing bars 21a and 21b are rod-shaped reinforcing bars made of steel such as round steel and deformed steel bars. Moreover, in order to prevent corrosion deterioration due to salt damage or the like, the surfaces of the reinforcing bars 21a and 21b may be subjected to rust prevention treatment by galvanization or epoxy resin coating. In addition, the thing with a nominal diameter of about 10 mm-19 mm is used for the reinforcing bars 21a and 21b.

もっとも、連結部材21の素材である棒状の筋材は、必ずしも鉄筋21a,21bである必要はなく、例えば、炭素繊維、アラミド繊維、ガラス繊維などの連続した繊維に樹脂を含浸させて硬化させた複合材料である連続繊維補強材を棒状に形成したものであっても良い。   However, the rod-shaped reinforcing material that is the material of the connecting member 21 does not necessarily need to be the reinforcing bars 21a and 21b. For example, a continuous fiber such as carbon fiber, aramid fiber, or glass fiber is impregnated with resin and cured. A continuous fiber reinforcing material that is a composite material may be formed into a rod shape.

連結部材21の素材である鉄筋21a,21bには、床版5及び橋台パラペット8を直接に連結する複数本の主鉄筋21aと、この複数本の主鉄筋21aを補強するための複数本の補強鉄筋21bとがある。複数本の主鉄筋21aは、橋軸方向に向かって延設され、橋軸方向に直交する方向(以下「橋軸直角方向」ともいう。)に所定間隔で等間隔的かつ平行状に配置されている。   The reinforcing bars 21a and 21b, which are the materials of the connecting member 21, are provided with a plurality of main reinforcing bars 21a for directly connecting the floor slab 5 and the abutment parapet 8 and a plurality of reinforcements for reinforcing the plurality of main reinforcing bars 21a. There is a reinforcing bar 21b. The plurality of main reinforcing bars 21a extend in the direction of the bridge axis, and are arranged at regular intervals and in parallel at a predetermined interval in a direction orthogonal to the bridge axis direction (hereinafter also referred to as “bridge axis perpendicular direction”). ing.

また、これらの主鉄筋21aのなかには、床版5及び橋台パラペット8の被舗装部5A,8A同士を連結する被舗装部用の主鉄筋21aと(図5(a)参照。)、床版5及び橋台パラペット8の地覆部5B,8B同士を連結する地覆部用の主鉄筋21aとがある(図6参照。)。また、被舗装部用の各主鉄筋21aは同じ形態をしており、地覆部用の各主鉄筋21aは同じ形態をしている(図7参照。)。   Among these main reinforcing bars 21a, there is a main reinforcing bar 21a for the paved portion that connects the paved portions 5A and 8A of the floor slab 5 and the abutment parapet 8 (see FIG. 5 (a)), and the floor slab 5. In addition, there is a main reinforcing bar 21a for the ground covering portion that connects the ground covering portions 5B and 8B of the abutment parapet 8 (see FIG. 6). Moreover, each main reinforcement 21a for pavement parts has the same form, and each main reinforcement 21a for ground cover parts has the same form (refer FIG. 7).

複数本の補強鉄筋21bは、各主鉄筋21aに交差した状態で遊間9の延長方向(図4の上下方向をいい、本実施例においては床版5の橋軸直角方向に等しい。)に沿って延設され、この遊間9の延長方向に対して平行状であって当該遊間9の横断方向に等間隔的で配置されている。これらの補強鉄筋21bは、連結部材21の延設方向全体に渡って設けられており、いずれも遊間9の延長方向に向かって連続した一本もののである。   The plurality of reinforcing reinforcing bars 21b cross the main reinforcing bars 21a and extend along the extending direction of the gap 9 (the vertical direction in FIG. 4 is equal to the direction perpendicular to the bridge axis of the floor slab 5 in this embodiment). And extending parallel to the extending direction of the gap 9 and arranged at equal intervals in the transverse direction of the gap 9. These reinforcing reinforcing bars 21 b are provided over the entire extending direction of the connecting member 21, and all of them are continuous in the extending direction of the gap 9.

なお、各補強鉄筋21bの形態は必ずしも遊間9の延長方向に向かって一本ものの鉄筋である必要はなく、例えば、圧着継手、ねじ節継手、グラウト充填継手その他の鉄筋継手(日本コンクリート工学協会編・技報堂出版株式会社「コンクリート便覧(第2版)(1996年2月発行)」354頁−355頁参照。)を用いて、2本以上の鉄筋の軸方向端部同士を接合するようにしても良い。   Note that the form of each reinforcing bar 21b is not necessarily a single reinforcing bar in the extending direction of the gap 9. For example, a crimp joint, a screw joint, a grout-filled joint, and other reinforcing joints (edited by Japan Concrete Institute)・ Use the Gihodo Publishing Co., Ltd. “Concrete Handbook (2nd edition) (issued in February 1996)” pages 354-355 to join the axial ends of two or more reinforcing bars. Also good.

拘束部材22は、複数本の鉄筋21a,21bで組まれた連結部材21を被包拘束してその変形を阻止するとともに舗装体の支持に加えて止水機能を発揮するものであり、連結部材21が床版凹所11と橋台凹所12とに跨って区画形成された施工凹所14内に充填打設される後打ちコンクリート又は後打ちモルタルによって形成されている。この拘束部材22の橋軸方向の長さは、施工凹所14の橋軸方向の長さLと等しく、430mm〜750mm程度とされている。   The restraining member 22 encapsulates and restrains the connecting member 21 assembled by a plurality of reinforcing bars 21a and 21b to prevent the deformation of the connecting member 21 and exhibits a water stop function in addition to supporting the pavement. 21 is formed by post-cast concrete or post-cast mortar that is filled and placed in a construction recess 14 that is partitioned between the floor slab recess 11 and the abutment recess 12. The length of the restraining member 22 in the bridge axis direction is equal to the length L of the construction recess 14 in the bridge axis direction, and is about 430 mm to 750 mm.

ここで、拘束部材22の素材となるコンクリートには、普通ポルトランドセメント、早強ポルトランドセメント又は超早強ポルトランドセメントを用いたコンクリートが使用される(JIS−R5210:2009)。   Here, the concrete used as the material of the restraining member 22 is a concrete using normal Portland cement, early-strength Portland cement, or ultra-early-strength Portland cement (JIS-R5210: 2009).

また、橋梁ジョイント20は、既設の橋梁1に対して施工されるため、当該道路橋の交通規制が必要となることがある。かかる場合には、橋梁ジョイント20の施工時間を短縮化して交通障害を最小限に抑制するため、拘束部材22用のコンクリートとして、硬化(養生)期間が比較的短い超速硬セメント(上記「コンクリート便覧(第2版)」48頁−49頁参照。)を使用しても良い。   Moreover, since the bridge joint 20 is constructed with respect to the existing bridge 1, the traffic regulation of the said road bridge may be needed. In such a case, in order to shorten the construction time of the bridge joint 20 and minimize the traffic obstacle, the cement for the restraining member 22 is a super fast cement (having the above-mentioned “Concrete Handbook”) having a relatively short hardening (curing) period. (2nd edition) "pages 48-49.) May be used.

例えば、超速硬セメントとしては、住友大阪セメント社製のジェットセメント(JET−CEMENT)や、小野田ケミコ社製のスーパージェットセメントなどが使用される。   For example, as the super-hard cement, a jet cement manufactured by Sumitomo Osaka Cement Co. (JET-CEMENT), a super jet cement manufactured by Onoda Chemico Co., Ltd., or the like is used.

橋梁ジョイント20に高い耐久性が必要な場合には、拘束部材22のひび割れ分散や靭性向上を図るため、拘束部材22の素材として、コンクリートに短繊維補強材を混ぜ込んだ短繊維補強コンクリート(JIS−R5210:2009)を使用しても良い。   When high durability is required for the bridge joint 20, a short fiber reinforced concrete (JIS) in which a short fiber reinforcing material is mixed with concrete as a material of the restraining member 22 in order to improve crack dispersion and toughness of the restraining member 22. -R5210: 2009) may be used.

短繊維補強コンクリートは、未硬化状態のフレッシュコンクリート(土木学会コンクリート委員会コンクリート標準示方書改訂小委員会「コンクリート標準示方書(2007年制定・施工編)(平成14年3月発行)」6頁、21頁参照。以下同じ。)に短繊維補強材を混ぜ込み、この短繊維補強材ごと硬化させたたものであり、短繊維補強材としては、例えば、鋼繊維、炭素繊維、ガラス繊維、プラスチック繊維その他の短繊維からなる補強材が用いられている。   Short fiber reinforced concrete is uncured fresh concrete (Concrete Standards Specification Revision Subcommittee of the Japan Society of Civil Engineers, “Concrete Standard Specification (Established in 2007), Construction Edition) (issued in March 2002)”, page 6 , Page 21. The same shall apply hereinafter)), and the short fiber reinforcement is cured together. Examples of the short fiber reinforcement include steel fiber, carbon fiber, glass fiber, Reinforcing materials made of plastic fibers and other short fibers are used.

また、拘束部材22の素材となるモルタルには、短繊維を混入したポリマーセメントモルタル、又は、複数微細ひび割れ型繊維補強セメント複合材料が使用される。具体的には、小野田ケミコ社製の小野田超速硬グラウト材(PFG−15)(繊維補強無収縮超速硬グラウト)や電気化学工業社製のデンカRIS321エースなどが使用される。特に、このような短繊維を混入したモルタルを使用することで、拘束部材22のひび割れ分散を向上でき、橋梁ジョイント20に高い耐久性を付与することができる。   Moreover, the polymer cement mortar which mixed the short fiber or the multiple fine crack type fiber reinforced cement composite material is used for the mortar used as the raw material of the restraint member 22. Specifically, Onoda super fast hard grout material (PFG-15) (fiber reinforced non-shrinking super fast hard grout) manufactured by Onoda Chemico Co., Ltd., Denka RIS321 Ace manufactured by Denki Kagaku Kogyo Co., Ltd. and the like are used. In particular, by using such a mortar mixed with short fibers, the crack dispersion of the restraining member 22 can be improved, and high durability can be imparted to the bridge joint 20.

図5は、橋梁ジョイント20の内部構造を示した断面図であり、特に、図5(a)は、図4のVa−Va線における橋梁1の舗装体2、被舗装部5A,8A及び橋梁ジョイント20の舗装部20Aの橋軸方向断面図であり、図5(b)は、図5(a)のC部の拡大図である。図6は、橋梁ジョイント20の内部構造を示した断面図であり、図4のVIb−VIb線における橋梁1の地覆部5B,8B,20Bの橋軸方向断面図である。   5 is a cross-sectional view showing the internal structure of the bridge joint 20. In particular, FIG. 5 (a) shows the pavement 2 of the bridge 1, the paved portions 5A and 8A, and the bridge along the line Va-Va of FIG. It is a bridge axis direction sectional view of pavement part 20A of joint 20, and Drawing 5 (b) is an enlarged view of the C section of Drawing 5 (a). FIG. 6 is a cross-sectional view showing the internal structure of the bridge joint 20, and is a cross-sectional view in the bridge axis direction of the ground covering portions 5B, 8B, and 20B of the bridge 1 taken along the line VIb-VIb in FIG.

図5(a)及び図6に示すように、連結部材21の各主鉄筋21aは、直線状に延びる本体部21a1と、その本体部21a1の長手方向両端部が下向き直角状に曲折されているアンカー軸部21a2とを備えている。各主鉄筋21aは、どれも全体としてコ字状の形状を有しており、その本体部21a1とアンカー軸部21a2との連結部分が円弧状に湾曲形成されている。なお、図5から図7では、主鉄筋21aの本体部21a1は継ぎ目なしの一本の鉄筋で形成されているが、主鉄筋の本体部の形態は、必ずしもこれに限定されるものではなく、例えば、主鉄筋の本体部が、2本の鉄筋を重ね継手で繋ぐことで形成されたものであっても良い。   As shown in FIG. 5A and FIG. 6, each main reinforcing bar 21a of the connecting member 21 has a main body portion 21a1 extending linearly and both longitudinal end portions of the main body portion 21a1 bent downward at a right angle. And an anchor shaft portion 21a2. Each of the main reinforcing bars 21a has a U-shape as a whole, and a connecting portion between the main body portion 21a1 and the anchor shaft portion 21a2 is formed in an arc shape. 5 to 7, the main body 21a1 of the main reinforcing bar 21a is formed of a single reinforcing bar without a joint, but the form of the main reinforcing bar main body is not necessarily limited thereto. For example, the main body part of the main reinforcing bar may be formed by connecting two reinforcing bars with a lap joint.

また、主鉄筋21aは、その本体部21a1が床版凹所11と橋台凹所12とに跨った状態で設置されており、その一方のアンカー軸部21a2が床版凹所11にある係合穴13aに、その他方のアンカー軸部21a2が橋台凹所12にある係合穴13aに、それぞれ挿入されて埋め込まれている。ここで、塩害等による腐食劣化を防止の観点から、主鉄筋21aのアンカー軸部21a2は、係合穴13aに埋め込まれた状態で、その先端が床版5及び橋台パラペット8からコンクリートの外に露出されずにコンクリート内に内包されている。   The main rebar 21a is installed in a state where the main body 21a1 straddles the floor slab recess 11 and the abutment recess 12, and one anchor shaft portion 21a2 is engaged with the floor slab recess 11. In the hole 13a, the other anchor shaft portion 21a2 is inserted and embedded in the engagement hole 13a in the abutment recess 12 respectively. Here, from the viewpoint of preventing corrosion deterioration due to salt damage or the like, the anchor shaft portion 21a2 of the main rebar 21a is embedded in the engagement hole 13a and the tip thereof is out of the concrete from the floor slab 5 and the abutment parapet 8. It is enclosed in the concrete without being exposed.

なお、鋼橋などのように床版5と主桁6とが別体であって主桁6が鋼製のものである場合には、主鉄筋21aのアンカー軸部21a2の先端がコンクリート製の床版5を貫通して床版5のコンクリート下面から突出しないようにされている。   When the floor slab 5 and the main girder 6 are separate and the main girder 6 is made of steel, such as a steel bridge, the tip of the anchor shaft portion 21a2 of the main rebar 21a is made of concrete. The floor slab 5 is prevented from protruding from the concrete lower surface of the floor slab 5.

図5(b)に示すように、主鉄筋21aのアンカー軸部21a2は、係合穴13a内に注入され硬化した打継ぎ用接着剤による接着継手23を介して、床版5と橋台パラペット8とにそれぞれより強固に固定されている。つまり、連結部材21には、その複数の主鉄筋21aにある各アンカー軸部21a2及びその各アンカー軸部21a2用の接着継手23とが協働したいわゆるあと施工アンカーの接着系アンカー(以下単に「接着アンカー」という。)24によって、となっている。床版5と橋台パラペット8とにそれぞれより固定されている。   As shown in FIG. 5 (b), the anchor shaft portion 21a2 of the main reinforcing bar 21a is connected to the floor slab 5 and the abutment parapet 8 via an adhesive joint 23 made of a joining adhesive injected into the engagement hole 13a and hardened. And are fixed more firmly. In other words, the connecting member 21 is a so-called post-installed anchor (hereinafter simply referred to as “anchor anchor”) in which the anchor shafts 21a2 on the plurality of main reinforcing bars 21a and the adhesive joints 23 for the anchor shafts 21a2 cooperate. "Adhesion anchor"). It is fixed to the floor slab 5 and the abutment parapet 8 respectively.

ここで、接着アンカー24の接着継手23には、エポキシ樹脂系又はアクリル樹脂系の打継ぎ用接着剤が使用されており、例えば、ショーボンド建設株式会社製の2液エポキシ樹脂系打継ぎ用接着剤である商品名「ショーボンド♯202」が使用される。   Here, for the adhesive joint 23 of the adhesive anchor 24, an epoxy resin-based or acrylic resin-based adhesive for jointing is used. For example, a two-part epoxy resin jointing adhesive manufactured by Showbond Construction Co., Ltd. is used. The trade name “Show Bond # 202”, which is an agent, is used.

この接着アンカー24のアンカー軸部21a2の埋め込み深さは、即ち、係合穴13aの深さは、概ね、当該アンカー軸部21a2の太さ、即ち、主鉄筋21aの太さ(例えば「呼び径」に相当する。)の3〜5倍程度となるように設定されることが好ましい。   The embedding depth of the anchor shaft portion 21a2 of the adhesive anchor 24, that is, the depth of the engagement hole 13a is approximately the thickness of the anchor shaft portion 21a2, that is, the thickness of the main reinforcing bar 21a (for example, “nominal diameter”). It is preferably set to be about 3 to 5 times as large as.

主鉄筋21aのアンカー軸部21a2は、係合穴13aに埋め込まれる部分と、係合穴13aから突き出た部分とを有している。このため、主鉄筋21aのアンカー軸部21a2が係合穴13aに埋め込まれた状態にあって、主鉄筋21aの本体部21a1は、施工凹所14の底面から上方に離間して浮き上がった状態となる。また、各補強鉄筋21bは、被舗装部用の主鉄筋21aの本体部21a1に結着材を介して結着されており、これも施工凹所14の底面から上方に離間して浮き上がった状態となっている。   The anchor shaft portion 21a2 of the main reinforcing bar 21a has a portion embedded in the engagement hole 13a and a portion protruding from the engagement hole 13a. For this reason, in the state where the anchor shaft portion 21a2 of the main rebar 21a is embedded in the engagement hole 13a, the main body portion 21a1 of the main rebar 21a is lifted apart from the bottom surface of the construction recess 14 Become. In addition, each reinforcing bar 21b is bonded to the main body 21a1 of the main reinforcing bar 21a for the paved portion via a binding material, and is also lifted apart from the bottom surface of the construction recess 14 upward. It has become.

このため、各主鉄筋21aの本体部21a1と施工凹所14の底面との間には、フレッシュコンクリート又はフレッシュモルタルが流動可能な隙間が確保され、かつ、各補強鉄筋21bと施工凹所14の底面との間にも、フレッシュコンクリート又はフレッシュモルタルが流動可能な隙間が確保される結果、主鉄筋21a及び補強鉄筋21bの下側へフレッシュコンクリート又はフレッシュモルタルが流れ込み易くなっている。   For this reason, a gap through which fresh concrete or fresh mortar can flow is secured between the main body portion 21a1 of each main reinforcing bar 21a and the bottom surface of the construction recess 14, and each reinforcing reinforcing bar 21b and the construction recess 14 As a result of ensuring a gap through which the fresh concrete or fresh mortar can flow between the bottom surface and the bottom surface of the main reinforcing bar 21a and the reinforcing reinforcing bar 21b, the fresh concrete or fresh mortar can easily flow.

例えば、舗装体2の舗装厚Tが厚い場合、例えば、T=75mm程度ある場合、床版凹所11及び橋台凹所12に必要となる深さH1,H2は、舗装体2を撤去するだけで確保でき、なおかつ、各主鉄筋21aの本体部21a1及び各補強鉄筋21bの双方と施工凹所14の底面との間にも、フレッシュコンクリートの流れ込み易い隙間が確保される。   For example, when the pavement thickness T of the pavement 2 is large, for example, when T = about 75 mm, the depths H1 and H2 required for the floor slab recess 11 and the abutment recess 12 only remove the pavement 2. In addition, a gap in which fresh concrete can easily flow is secured between both the main body 21a1 of each main reinforcing bar 21a and each reinforcing reinforcing bar 21b and the bottom surface of the construction recess 14.

また、舗装体2の舗装厚Tが比較的薄い場合、例えば、T=50mm程度の場合、舗装体2を撤去するとともに床版凹所11及び橋台凹所12の底部に床版はつり部5A1及び橋台はつり部8A1を形成すれば(図2(b)参照。)、各主鉄筋21aの本体部21a1及び各補強鉄筋21bの双方と施工凹所14の底面との間にフレッシュコンクリートの流れ込み易い隙間が確保される。   Further, when the pavement thickness T of the pavement 2 is relatively thin, for example, when T = about 50 mm, the pavement 2 is removed and the floor slab is suspended at the bottoms of the floor slab recess 11 and the abutment recess 12 and If the abutment forms a suspended portion 8A1 (see FIG. 2B), a gap in which fresh concrete easily flows between both the main body 21a1 of each main reinforcing bar 21a and each reinforcing reinforcing bar 21b and the bottom surface of the construction recess 14 is provided. Is secured.

ところが、舗装体2の舗装厚Tが50mm程度と比較的薄い場合に、舗装体2を撤去するだけにして、床版はつり部5A1及び橋台はつり部8A1を施工せずおくと、各主鉄筋21aの本体部21a1及び各補強鉄筋21bの双方と施工凹所14の底面との間に、フレッシュコンクリートがスムーズに流れ込むことができる隙間を確保することが困難となる。   However, when the pavement thickness T of the pavement 2 is relatively thin, such as about 50 mm, if the pavement 2 is only removed and the floor slab does not have the suspension part 5A1 and the abutment have the suspension part 8A1, the main reinforcing bars 21a. It is difficult to ensure a gap through which fresh concrete can smoothly flow between both the main body 21a1 and the reinforcing reinforcing bars 21b and the bottom surface of the construction recess 14.

例えば、コンクリート又はモルタルの最小かぶり厚は25mm程度必要であることから、橋梁ジョイント20の舗装部20Aには、各主鉄筋21aの本体部21a1の上側に最低でも25mm程度の厚みが必要となり、かつ、フレッシュコンクリートの粗骨材寸法を15mmと仮定した場合、各補強鉄筋21bと施工凹所14の底面との間には、最低でも粗骨材寸法の4/3倍の20mm程度の隙間が必要と考えられる。   For example, since the minimum cover thickness of concrete or mortar needs to be about 25 mm, the pavement 20A of the bridge joint 20 needs to have a thickness of at least about 25 mm above the main body 21a1 of each main reinforcing bar 21a, and Assuming that the coarse aggregate size of fresh concrete is 15 mm, a gap of about 20 mm, which is at least 4/3 times the coarse aggregate size, is required between each reinforcing steel bar 21b and the bottom surface of the construction recess 14. it is conceivable that.

かかる場合に、主鉄筋21a及び補強鉄筋21bの呼び径が10mmと仮定すると、橋梁ジョイント20の舗装部20Aの厚みtは65mm(=25mm+2×10mm+20mm)程度必要となる結果、このときの舗装体2の舗装厚Tが50mm程度とすれば、この舗装体2を撤去するだけでは、施工凹所14の深さHが15mm程度不足することとなり、この不足分の深さの床版はつり部5A1及び橋台はつり部8A1を施工する必要性が生じてしまう。   In this case, assuming that the nominal diameter of the main reinforcing bar 21a and the reinforcing reinforcing bar 21b is 10 mm, the thickness t of the pavement 20A of the bridge joint 20 needs to be about 65 mm (= 25 mm + 2 × 10 mm + 20 mm). As a result, the pavement 2 at this time If the pavement thickness T is about 50 mm, the depth H of the construction recess 14 will be insufficient by about 15 mm simply by removing the pavement 2. The abutment needs to construct the hanging portion 8A1.

もっとも、このような場合でも、モルタルはコンクリートに比べて流動性が良好であることから、仮に、上記したように各主鉄筋21aの本体部21a1及び各補強鉄筋21bの双方と施工凹所14の底面との間にできる隙間がフレッシュコンクリートの流動には不充分な空隙でしかなくとも、フレッシュモルタルであれば当該隙間へも流し込み易く、拘束部材22を形成することができるようになる。   However, even in such a case, since the mortar has better fluidity than concrete, as described above, both the main body 21a1 of each main reinforcing bar 21a and each reinforcing reinforcing bar 21b and the construction recess 14 are assumed. Even if the gap formed between the bottom surface is insufficient for the flow of fresh concrete, if it is fresh mortar, it can be easily poured into the gap, and the restraining member 22 can be formed.

例えば、モルタルであれば5mm程度の隙間へ流れ込むことから、橋梁ジョイント20の舗装部20Aについて、各補強鉄筋21bと施工凹所14の底面との間に最低でも5mm程度の隙間を確保し、その各主鉄筋21aの本体部21a1の上側に最小かぶり厚25mm程度を確保し、主鉄筋21a及び補強鉄筋21bの呼び径を10mmと仮定するならば、橋梁ジョイント20の舗装部20Aは、その厚みtが50mm(=25mm+2×10mm+5mm)程度となるので、施工凹所14の深さHが薄手の舗装体2の舗装厚T(例えばT=50mm程度)と同じ(H=T)であっても施工できることとなる。   For example, if it is mortar, it flows into a gap of about 5 mm, so for the pavement 20A of the bridge joint 20, a gap of at least about 5 mm is secured between each reinforcing bar 21b and the bottom surface of the construction recess 14, If a minimum cover thickness of about 25 mm is secured above the main body 21a1 of each main reinforcing bar 21a and the nominal diameter of the main reinforcing bar 21a and the reinforcing reinforcing bar 21b is assumed to be 10 mm, the pavement 20A of the bridge joint 20 has a thickness t. Is about 50 mm (= 25 mm + 2 × 10 mm + 5 mm), so even if the depth H of the construction recess 14 is the same as the pavement thickness T (eg, T = 50 mm) of the thin pavement 2 (H = T) It will be possible.

このように拘束部材22の素材としてモルタルを採用した場合には、当該素材がコンクリートである場合に比べれば、当該素材の流動性の観点からみて、橋梁ジョイント20の舗装部20Aの厚みtを薄く形成することができるという優位性が発揮される。   Thus, when mortar is adopted as the material of the restraining member 22, the thickness t of the pavement 20A of the bridge joint 20 is made thinner from the viewpoint of fluidity of the material compared to the case where the material is concrete. The advantage of being able to be formed is demonstrated.

また、連結部材21の全ての鉄筋21a,21bは、床版5及び橋台パラペット8内に配筋される鉄筋(図示せず。)と分離独立した状態で、床版5及び橋台パラペット8の既設コンクリートに固定されている。このため、橋梁ジョイント20が破壊する場合に、床版5及び橋台パラペット8の鉄筋まで破壊されることを防止でき、当該破壊に伴う被害の拡大を抑制し、復旧工事の規模縮小を図ることができる。   In addition, all the reinforcing bars 21a and 21b of the connecting member 21 are separated from the reinforcing bars (not shown) arranged in the floor slab 5 and the abutment parapet 8, and the floor slab 5 and the abutment parapet 8 are already installed. It is fixed to concrete. For this reason, when the bridge joint 20 breaks, it is possible to prevent the floor bar 5 and the reinforcing bars of the abutment parapet 8 from being broken, to suppress the expansion of damage due to the destruction, and to reduce the scale of the restoration work. it can.

連結部材21の全ての鉄筋21は、コンクリート製又はモルタル製の拘束部材22の内部に被包されており、特に、各主鉄筋21aの本体部21a1の上下には所定厚み(例えば最低でも30mm程度)以上のかぶりが確保されている。橋梁ジョイント20における連結部材21への拘束部材22の付着力を確保し、かつ、防錆を図るためである。   All the reinforcing bars 21 of the connecting member 21 are encapsulated inside a concrete or mortar restraining member 22, and in particular, a predetermined thickness (for example, about 30 mm at least) on the upper and lower sides of the main body 21 a 1 of each main reinforcing bar 21 a. ) The above fog is secured. This is to ensure adhesion of the restraining member 22 to the connecting member 21 in the bridge joint 20 and to prevent rust.

また、橋梁ジョイント20の舗装部20Aは、その厚みtが何処の部位においても床版5の被舗装部5Aの厚みT1に比べて小さく形成されている(図5及び図7参照)。この橋梁ジョイント20の舗装部20Aの厚みtは、主に、コンクリート又はモルタルの充填性、耐荷性および防錆能力を総合的に勘案して決定されている。   Further, the pavement 20A of the bridge joint 20 is formed so that the thickness t is smaller than the thickness T1 of the pavement 5A of the floor slab 5 at any part (see FIGS. 5 and 7). The thickness t of the pavement 20A of the bridge joint 20 is determined mainly by comprehensively considering the filling property, load resistance and rust prevention capability of concrete or mortar.

また、床版凹所11の内面全体と橋台凹所12の内面全体には、床版凹所11及び橋台凹所12の各係合穴13aに注入された打継ぎ用接着剤と同じものが塗布されている。この打継ぎ用接着剤の塗布は、床版凹所11及び橋台凹所12の凹設後、橋梁ジョイント20の拘束部材22となる後打ちコンクリート又は後打ちモルタルの打設前に、刷毛、ゴムベラその他の塗布用具を用いて、所定の可使時間内に床版凹所11及び橋台凹所12内側にある既設コンクリート面の全体及び舗装体2の切断面(図5(a)における舗装体2が途切れている垂直な端面)の全体に対して行われる。   Further, the same adhesive as the joining adhesive injected into the respective engagement holes 13a of the floor slab recess 11 and the abutment recess 12 is formed on the entire inner surface of the floor slab recess 11 and the entire inner surface of the abutment recess 12. It has been applied. The application of the bonding adhesive is performed after the floor slab recess 11 and the abutment recess 12 are formed, and before the placement of post-cast concrete or post-cast mortar serving as the restraining member 22 of the bridge joint 20. Using other application tools, the entire existing concrete surface inside the floor slab recess 11 and the abutment recess 12 and the cut surface of the pavement 2 (pavement 2 in FIG. 5A) within a predetermined pot life. Is performed on the entire vertical end face.

この打継ぎ用接着剤の塗布後、当該接着剤について定められてい所定の打設有効時間内に、拘束部材22となる後打ちコンクリート又は後打ちモルタルが床版凹所11及び橋台凹所12並びにバックアップ材13により形成される施工凹所14内へと打設される。これによって、既設コンクリートである床版5及び橋台パラペット8と拘束部材22となる後打ちコンクリート又は後打ちモルタルとの接合部が、打継ぎ用接着剤の接着継手25を介して床版5及び橋台パラペット8と接合される。   After the application of the adhesive for jointing, within the predetermined placement effective time determined for the adhesive, post-cast concrete or post-cast mortar that becomes the restraining member 22 is transferred to the floor slab recess 11 and the abutment recess 12 and It is driven into a construction recess 14 formed by the backup material 13. As a result, the joint between the floor slab 5 and the abutment parapet 8, which are the existing concrete, and the post-cast concrete or post-mortar mortar serving as the restraining member 22 is connected to the floor slab 5 and the abutment via the adhesive joint 25 of the adhesive for joining. It is joined with the parapet 8.

なお、バックアップ材13は、拘束部材22の後打ちコンクリート又は後打ちモルタルの硬化後も遊間9に密嵌させたままにしておいても、又は、当該遊間9から撤去するようにしても良い。   Note that the backup material 13 may remain tightly fitted in the gap 9 after the post-setting concrete or post-setting mortar of the restraining member 22 is cured, or may be removed from the gap 9.

このように打継ぎ用接着剤が硬化した接着継手25を介在させて、橋梁ジョイント20の拘束部材22である後打ちコンクリート又は後打ちモルタルと床版5及び橋台パラペット8である既設コンクリートとの境界を接合するので、橋梁ジョイント20と床版5と橋台パラペット8との付着力を更に強固なものとできる。   The boundary between the post-cast concrete or post-mortar mortar that is the restraining member 22 of the bridge joint 20 and the existing concrete that is the floor slab 5 and the abutment parapet 8 by interposing the adhesive joint 25 in which the adhesive for jointing is cured in this way. Therefore, the adhesion between the bridge joint 20, the floor slab 5, and the abutment parapet 8 can be further strengthened.

ここで、請求項5又は6に記載する「拘束部材における遊間に跨って架設される部分」とは、拘束部材22の部分のうち、バックアップ材13の直上、即ち、遊間9の直上に位置存在する部分を意図するものである。   Here, the “part spanning the gap in the restraint member” described in claim 5 or 6 means that the position of the restraint member 22 is located immediately above the backup material 13, that is, directly above the gap 9. It is intended to be a part.

なお、橋梁ジョイント20に要求される耐久性が小さい場合には、必ずしも拘束部材22となる後打ちコンクリート又は後打ちモルタルと床版5及び橋台パラペット8を成す既設コンクリートとの接合部に接着継手25を介在させる必要はなく、施工凹所14へ拘束部材22となる後打ちコンクリート又は後打ちモルタルを打設しても良い。   When the durability required for the bridge joint 20 is small, the adhesive joint 25 is not necessarily attached to the joint portion of the post-cast concrete or the post-mortar mortar serving as the restraining member 22 and the existing concrete forming the floor slab 5 and the abutment parapet 8. There is no need to interpose, and post-working concrete or post-working mortar that becomes the restraining member 22 may be placed in the construction recess 14.

図6に示すように、地覆部用の主鉄筋21aは、舗装部用の主鉄筋21a(図5(a)参照。)に比べてアンカー軸部21a2の長さが大きくかつ個々の係合穴13aの深さはそれぞれ同等な大きさとなっている。このように地覆部用の主鉄筋21aの本体部21a1が舗装部用の主鉄筋21aのものに比べて高い位置にあるのは、舗装部20Aに比べて一段高くなった地覆部5B,8B,20Bの形態を形成するためである(図7参照。)。   As shown in FIG. 6, the main rebar 21a for the ground cover portion has a larger length of the anchor shaft portion 21a2 than the main rebar 21a for the pavement portion (see FIG. 5A), and the individual engagement. The depths of the holes 13a have the same size. In this way, the main body portion 21a1 of the main rebar 21a for the ground cover portion is at a higher position than that of the main rebar 21a for the pavement portion, and the ground cover portion 5B that is one step higher than the pavement portion 20A, This is to form the shapes 8B and 20B (see FIG. 7).

図7(a)は、橋梁ジョイント20の内部構造を示した橋軸直角方向断面図であり、図7(b)は、図7(a)のD部の拡大図である。   FIG. 7A is a cross-sectional view perpendicular to the bridge axis showing the internal structure of the bridge joint 20, and FIG. 7B is an enlarged view of a portion D in FIG.

図7に示すように、橋梁ジョイント20には、舗装体2の路面2aと面一状となる舗装部20Aの路面20A1と、この被舗装部20Aの橋軸直角方向両側(図7(a)左右両側)に地覆部20Bとが形成されており、橋桁3と橋台4との遊間9は、これらの橋梁ジョイント20の舗装部20A及び地覆部20Bにより塞がれている。しかも、橋梁ジョイント20の地覆部20Bは、橋梁ジョイント20の舗装部20Aの路面20A1よりも高く隆起しているので、路面2a上の水が地覆部を乗り越えて遊間9へ流れ込むことも防止される。   As shown in FIG. 7, the bridge joint 20 includes a road surface 20A1 of the pavement 20A that is flush with the road surface 2a of the pavement 2, and both sides of the pavement 20A in the direction perpendicular to the bridge axis (FIG. 7 (a)). A ground cover portion 20B is formed on both the left and right sides, and a gap 9 between the bridge girder 3 and the abutment 4 is closed by the pavement portion 20A and the ground cover portion 20B of these bridge joints 20. Moreover, since the ground cover portion 20B of the bridge joint 20 is raised higher than the road surface 20A1 of the pavement portion 20A of the bridge joint 20, water on the road surface 2a is prevented from flowing over the ground cover portion into the play space 9. Is done.

次に、図8を参照して、橋桁3、橋台パラペット8及び橋梁ジョイント20の断面積及び断面係数の関係について説明する。図8は、橋桁3、橋台パラペット8及び橋梁ジョイント20の断面積及び断面係数を説明するために例示した橋梁モデル100の模式図である。   Next, with reference to FIG. 8, the relationship between the cross-sectional area and the cross-section coefficient of the bridge girder 3, the abutment parapet 8 and the bridge joint 20 will be described. FIG. 8 is a schematic diagram of a bridge model 100 exemplified for explaining the cross-sectional areas and section modulus of the bridge girder 3, the abutment parapet 8 and the bridge joint 20.

ここで、橋桁3の断面積とは、橋桁3についての橋軸に直角な断面(以下「橋軸直角断面」という。)の面積を、橋台パラペット8の断面積とは、橋台パラペット8についての鉛直方向に直角な断面(以下「鉛直直角断面」という。)の面積を、橋梁ジョイント20の断面積とは、橋梁ジョイント20についての橋軸直角断面の面積を、それぞれいうものとする。   Here, the cross-sectional area of the bridge girder 3 is the area of the cross-section perpendicular to the bridge axis of the bridge girder 3 (hereinafter referred to as the “cross-section perpendicular to the bridge axis”), and the cross-sectional area of the abutment parapet 8 is about the abutment parapet 8. The area of a cross section perpendicular to the vertical direction (hereinafter referred to as “vertical right cross section”) and the cross sectional area of the bridge joint 20 are respectively the areas of the cross section perpendicular to the bridge axis of the bridge joint 20.

また、橋桁3の断面係数とは、橋桁3についての橋軸直角断面の断面係数を、橋台パラペット8の断面係数とは、橋台パラペット8についての鉛直直角断面の断面係数を、橋梁ジョイント20の断面係数とは、橋梁ジョイント20についての橋軸直角断面の断面係数を、それぞれいうものとする。   The section modulus of the bridge girder 3 is the section modulus of the cross section perpendicular to the bridge axis of the bridge girder 3, the section modulus of the abutment parapet 8 is the section modulus of the vertical right section of the abutment parapet 8 and the cross section of the bridge joint 20 The coefficient means the section coefficient of the cross section perpendicular to the bridge axis of the bridge joint 20.

さらに、橋梁ジョイント20の断面積及び断面係数とは、橋梁ジョイント20の中でも遊間9に跨る架設部分(即ち、遊間9及びバックアップ材13の直上に位置存在する部分をいう。)の断面積及び断面係数をいうものとする。もっとも、本実施例おいては、橋梁ジョイント20の橋軸直角断面が橋軸方向に同一の形状を有することから、橋梁ジョイント20の断面積及び断面係数は橋軸方向の何れの箇所でも等しいものとなる。   Furthermore, the cross-sectional area and the cross-sectional modulus of the bridge joint 20 are the cross-sectional area and cross-section of the erected portion that spans the gap 9 in the bridge joint 20 (that is, the portion that is located directly above the gap 9 and the backup material 13). It shall mean the coefficient. However, in this embodiment, since the cross-section perpendicular to the bridge axis of the bridge joint 20 has the same shape in the direction of the bridge axis, the cross-sectional area and section modulus of the bridge joint 20 are the same at any location in the bridge axis direction. It becomes.

上記した橋桁3、橋台パラペット8及び橋梁ジョイント20の断面積及び断面係数に関する定義を前提として、これらの関係について、以下に説明する。   Based on the definitions regarding the cross-sectional area and section modulus of the bridge girder 3, the abutment parapet 8 and the bridge joint 20 described above, these relationships will be described below.

まず、上記した橋梁ジョイント20によれば、その断面積は、橋桁3の断面積及び橋台パラペット8の断面積の各々に比べて最も小さくなっている。このため、橋軸方向に引張荷重が作用する場合において、橋梁ジョイント20は、その引張耐力が橋桁3の引張耐力及び橋台パラペット8の引張耐力に比べて小さく、かつ、その圧縮耐力が橋桁3の圧縮耐力及び橋台パラペット8の圧縮耐力に比べて小さく、引張及び圧縮作用に対して弱く形成される。   First, according to the above-described bridge joint 20, the cross-sectional area is the smallest compared to the cross-sectional area of the bridge girder 3 and the cross-sectional area of the abutment parapet 8. Therefore, when a tensile load is applied in the direction of the bridge axis, the bridge joint 20 has a smaller tensile strength than the tensile strength of the bridge girder 3 and the tensile strength of the abutment parapet 8 and has a compressive strength of the bridge girder 3. It is smaller than the compressive strength and the compressive strength of the abutment parapet 8 and is weak against tensile and compressive action.

しかも、橋梁ジョイント20によれば、上記した通り、その断面積が橋桁3及び橋台パラペット8のものに比べて小さくなる結果、鉄筋21aの鉄筋量に関しても橋桁3及び橋台パラペット8のものに比べて少なくなるため、このことが橋桁3及び橋台パラペット8に比べて引張耐力が小さくなる更なる要因となっているものと考えられる。   Moreover, according to the bridge joint 20, as described above, the cross-sectional area is smaller than that of the bridge girder 3 and the abutment parapet 8. As a result, the reinforcing bar amount of the reinforcing bar 21 a is also larger than that of the bridge girder 3 and the abutment parapet 8. Therefore, it is considered that this is a further factor that the tensile strength is reduced as compared with the bridge girder 3 and the abutment parapet 8.

また、橋梁ジョイント20の断面係数は、橋桁3の断面係数及び橋台パラペット8の断面係数の各々に比べて最も小さくなっている。このため、橋軸直角断面に曲げモーメントが作用する場合において、橋梁ジョイント20は、その曲げ耐力が橋桁3の曲げ耐力及び橋台パラペット8の曲げ耐力に比べて小さく、曲げ作用に対して弱く形成される。   Further, the section modulus of the bridge joint 20 is the smallest compared to the section modulus of the bridge girder 3 and the section modulus of the abutment parapet 8. For this reason, when a bending moment acts on the cross section perpendicular to the bridge axis, the bridge joint 20 has a bending strength smaller than the bending strength of the bridge girder 3 and the bending strength of the abutment parapet 8 and is weak against the bending action. The

したがって、橋梁ジョイント20の引張耐力、圧縮耐力又は曲げ耐力のうち少なくともいずれかを超える過大な力、例えば、レベル2地震動により作用する慣性力が発生させる荷重(以下、当該慣性力により発生される荷重を「慣性荷重」といい、この慣性荷重には、例えば、引張作用を伴う引張荷重、圧縮作用を伴う圧縮荷重、曲げ作用を伴う荷重が含まれるものとする。)が加わった場合には、床版5及び橋台パラペット8ではなく、拘束部材22及びそれに被包される連結部材21に負荷が集中してこれらが優先的に破壊されることとなる。   Therefore, an excessive force exceeding at least one of the tensile strength, compression strength and bending strength of the bridge joint 20, for example, a load generated by an inertial force acting due to level 2 earthquake motion (hereinafter referred to as a load generated by the inertial force). Is called “inertial load”, and this inertial load includes, for example, a tensile load with a tensile action, a compressive load with a compressive action, and a load with a bending action.) Instead of the floor slab 5 and the abutment parapet 8, the load concentrates on the restraining member 22 and the connecting member 21 encapsulated therein, and these are preferentially destroyed.

なお、仮に隣接する橋桁同士の床版同士を橋梁ジョイント20により連結するような場合にあっては、橋梁ジョイント20の断面積及び断面係数は、この橋梁ジョイント20により連結される両方の橋桁の断面積及び断面係数のいずれに比べても小さくなる。   If the floor slabs of adjacent bridge girders are connected to each other by the bridge joint 20, the cross-sectional area and section modulus of the bridge joint 20 are the values of both bridge girders connected by the bridge joint 20. Smaller than both area and section modulus.

図8に例示した橋梁モデル100は、橋梁3、橋台パラペット8及び橋梁ジョイント20のそれぞれが同じ横幅bと異なる縦幅h1,h2,h3(但し、h1>h2>h3としる。)とを有しており、かつ、その橋軸直角方向の断面形状が矩形状に近似されるものである。このため、橋梁3の断面積及び断面係数は、次式で表されるものとなる。なお、下記式において「・」は乗算演算子を、「/」は除算演算子を意味している(以下同じ)。
橋梁の断面積 : b・h1
橋梁の断面係数 : (b・h1)/6
The bridge model 100 illustrated in FIG. 8 includes the bridge 3, the abutment parapet 8, and the bridge joint 20 having the same width b and different heights h1, h2, and h3 (where h1>h2> h3). In addition, the cross-sectional shape in the direction perpendicular to the bridge axis is approximated to a rectangular shape. For this reason, the cross-sectional area and section modulus of the bridge 3 are expressed by the following equations. In the following expression, “·” means a multiplication operator, and “/” means a division operator (the same applies hereinafter).
Cross-sectional area of the bridge: b · h1
Section modulus of bridge: (b · h1 2 ) / 6

また、橋台パラペット8の断面積及び断面係数は、次式で表されるものとなる。
橋台パラペットの断面積 : b・h2
橋台パラペットの断面係数 : (b・h2)/6
Moreover, the cross-sectional area and section modulus of the abutment parapet 8 are represented by the following equations.
Cross section of abutment parapet: b ・ h2
Sectional modulus of abutment parapet: (b · h2 2 ) / 6

そして、橋梁ジョイント20の断面積及び断面係数は、次式で表されるものとなる。
橋台パラペットの断面積 : b・h3
橋台パラペットの断面係数 : (b・h3)/6
And the cross-sectional area and section modulus of the bridge joint 20 are represented by the following equations.
Cross-sectional area of abutment parapet: b · h3
Section modulus of abutment parapet: (b · h3 2 ) / 6

図8に例示した橋梁モデル100の場合、橋軸直角方向の幅、即ち、橋桁3、橋台パラペット8及び橋梁ジョイント20は、その横幅bがいずれも等しいため、橋桁3、橋台パラペット8及び橋梁ジョイント20の縦幅h1〜h3の大小関係がこれらの引張耐力、圧縮耐力及び曲げ耐力の大きさに直接的に影響することとなり、縦幅h1〜h3の値が最も小さい部位が優先的に破壊されることとなる。   In the case of the bridge model 100 illustrated in FIG. 8, the width in the direction perpendicular to the bridge axis, that is, the bridge girder 3, the abutment parapet 8 and the bridge joint 20 are all equal in width b. The size relationship of the vertical widths h1 to h3 of 20 directly affects the magnitudes of the tensile strength, compression strength and bending strength, and the portion with the smallest vertical widths h1 to h3 is preferentially destroyed. The Rukoto.

ここで、橋桁3、橋台パラペット8及び橋梁ジョイント20の縦幅h1〜h3の間には、上記したように「h1>h2>h3」の大小関係があることから、橋桁3の縦幅h1が最も大きく、次に橋台パラペット8の縦幅h2が大きく、橋梁ジョイント20の縦幅h3が最も小さくなる。つまり、橋梁ジョイント20の断面積及び断面係数が、他の橋桁3及び橋台パラペット8のものに比べて最も小さくなり、故に、橋梁ジョイント20が橋桁3及び橋台パラペット8よりも優先的に破壊されることとなる。   Here, the height h1 of the bridge girder 3 has a size relationship of “h1> h2> h3” as described above between the vertical widths h1 to h3 of the bridge girder 3, the abutment parapet 8 and the bridge joint 20. Next, the vertical width h2 of the abutment parapet 8 is the largest, and the vertical width h3 of the bridge joint 20 is the smallest. That is, the cross-sectional area and section modulus of the bridge joint 20 are the smallest compared to those of the other bridge girder 3 and the abutment parapet 8, and therefore the bridge joint 20 is preferentially broken over the bridge girder 3 and the abutment parapet 8. It will be.

図9は、橋梁ジョイント20を施工した橋梁1の変位挙動を示した模式図であり、図9(a)は、無変形状態にある橋梁1を、図9(b)は、橋桁3が撓み状態にある橋梁1を、図9(c)は、橋桁3の伸長状態にある橋梁1を、図9(d)は、橋桁3が収縮状態にある橋梁1を、それぞれ図示したものである。   FIG. 9 is a schematic diagram showing the displacement behavior of the bridge 1 on which the bridge joint 20 is constructed. FIG. 9A shows the bridge 1 in an undeformed state, and FIG. 9B shows that the bridge girder 3 is bent. FIG. 9C illustrates the bridge 1 in a state where the bridge girder 3 is extended, and FIG. 9D illustrates the bridge 1 where the bridge girder 3 is in a contracted state.

図9に示すように、連動構造体30は、橋梁ジョイント20を介した床版5及び橋台パラペットの一体化によって、橋桁3及び橋台4が一体化される結果、これらの橋桁3の変位挙動に連動して橋台4が一体的に変位挙動するようになっており、橋桁3の桁端の伸縮変位及び回転変位を、連動構造体30の全体的な変位挙動として吸収することができる。   As shown in FIG. 9, the interlocking structure 30 is obtained by integrating the bridge girder 3 and the abutment 4 by integrating the floor slab 5 and the abutment parapet via the bridge joint 20. The abutment 4 is integrally displaced in conjunction with it, and the expansion / contraction displacement and rotational displacement of the end of the bridge girder 3 can be absorbed as the overall displacement behavior of the interlocking structure 30.

図9(a)に示すように、床版5の橋軸方向両側の桁端は、橋梁ジョイント20により橋台パラペット8とそれぞれ連接されており、図9(b)に示すように、交通荷重である車両が橋梁1を通過することにより橋桁3に活荷重が作用すると、この橋桁3の撓み変形に連動して橋台パラペット8が橋桁3側に引き寄せられ、橋台4全体が橋桁3側へ向けて倒れ込むように地盤G上で回転する格好となって、連動構造体30全体として変位挙動する。   As shown in FIG. 9 (a), the girder ends on both sides of the bridge slab direction of the floor slab 5 are connected to the abutment parapet 8 by the bridge joint 20, respectively. As shown in FIG. When a live load is applied to the bridge girder 3 as a vehicle passes through the bridge 1, the abutment parapet 8 is drawn toward the bridge girder 3 side in conjunction with the bending deformation of the bridge girder 3, and the entire abutment 4 is directed toward the bridge girder 3 side. It becomes like rotating on the ground G so as to collapse, and the interlocking structure 30 as a whole behaves as a displacement.

また、図9(c)に示すように、橋桁3の温度変化等により橋桁3が橋軸方向に伸長すると、この橋桁3の伸長変形に連動して橋台パラペット8が盛土土工部G1側へ押動され、橋台4全体が反橋桁3側(盛土土工部G1側)へ向けて倒れ込むように地盤G上で回転する格好となって、連動構造体30全体として変位挙動する。   Further, as shown in FIG. 9C, when the bridge girder 3 extends in the direction of the bridge axis due to the temperature change of the bridge girder 3 or the like, the abutment parapet 8 is pushed toward the embankment work section G1 in conjunction with the extension deformation of the bridge girder 3. The entire abutment 4 is rotated on the ground G so as to fall down toward the anti-bridge girder 3 side (the embankment work part G1 side), and the interlocking structure 30 as a whole behaves in a displacement manner.

また、図9(d)に示すように、橋桁3の温度変化等により橋桁3が橋軸方向に収縮すると、この橋桁3の収縮変形に連動して橋台パラペット8が橋桁3側に引き寄せられ、橋台4全体が橋桁3側へ向けて倒れ込むように地盤G上で回転する格好となって、連動構造体30全体として変位挙動する。   Further, as shown in FIG. 9 (d), when the bridge girder 3 contracts in the direction of the bridge axis due to a temperature change of the bridge girder 3, etc., the abutment parapet 8 is drawn toward the bridge girder 3 side in conjunction with the contraction deformation of the bridge girder 3. The entire abutment 4 rotates on the ground G so as to fall down toward the bridge girder 3 side, and the entire interlocking structure 30 is displaced.

<水密性>
以上のように構成された橋梁ジョイント20によれば、凍結防止剤等の塩化物イオンを含んだ雨水、融雪水その他の水が舗装体2を透過して被舗装部5A,8Aの上面まで浸透したとしても、橋梁ジョイント20に阻まれて、当該水が遊間9へ流れ込むことが防止される。しかも、橋梁ジョイント20の地覆部20Bは、舗装体2の路面2a及び舗装部20Aの路面20A01よりも高く隆起しているので、路面2a,20A1上の水が地覆部地覆部5B,8B,20Bを乗り越えて遊間9へ流れ込むことも防止される。
<Watertightness>
According to the bridge joint 20 configured as described above, rainwater, snowmelt water and other water containing chloride ions such as an antifreezing agent permeate the pavement 2 and penetrate to the upper surfaces of the paved portions 5A and 8A. Even so, the water is prevented by the bridge joint 20 from flowing into the gap 9. Moreover, since the ground cover portion 20B of the bridge joint 20 is raised higher than the road surface 2a of the pavement 2 and the road surface 20A01 of the pavement portion 20A, the water on the road surfaces 2a and 20A1 is covered with the ground cover portion ground cover portion 5B, It is also possible to prevent the vehicle 9 from passing over the 8B and 20B.

このようにして橋桁3と橋台4との接続部分における水密性が確保されるので、橋桁3の桁端や支承7への塩化物イオンを含んだ水の漏水を防止でき、それ故、塩化物イオンの浸透を原因とした橋桁3の桁端や支承7の腐食劣化を防止できる。   In this way, water tightness is secured at the connection portion between the bridge girder 3 and the abutment 4, so that leakage of water containing chloride ions to the beam end of the bridge girder 3 and the bearing 7 can be prevented. Corrosion degradation of the girder end of the bridge girder 3 and the bearing 7 due to the penetration of ions can be prevented.

<走行性>
また、橋梁1端部から既設の伸縮装置を撤去できる。例えば、フィンガージョイントを撤去することにより、経年劣化したフィンガージョイントの交換が不要となり、工事費を大幅に削減できる。また、フィンガージョイント、ゴムジョイント又は切削目地を撤去することにより、これらが路面2a上に存在することに起因する弊害、例えば、走行車両の段差通過に伴う車両及び橋梁1の双方への衝撃発生、その衝撃に伴う騒音の発生、雨天時のスリップを抑制できる。
<Running>
Moreover, the existing expansion-contraction apparatus can be removed from the bridge 1 end part. For example, by removing the finger joint, it is not necessary to replace a finger joint that has deteriorated over time, and the construction cost can be greatly reduced. In addition, by removing the finger joint, rubber joint or cutting joint, there are harmful effects caused by the presence of these on the road surface 2a, for example, the occurrence of an impact on both the vehicle and the bridge 1 due to the stepped passage of the traveling vehicle, Generation of noise associated with the impact and slippage during rainy weather can be suppressed.

さらに、切削目地や埋設ジョイントを撤去することにより、橋桁3の桁端の伸縮変位及び回転変位に伴って、切削目地や埋設ジョイントの舗装体2に亀裂が入ることを防止でき、そのような亀裂から塩化物イオンを含んだ水が橋桁3及び橋台4間にある遊間9へ漏水することを回避できる。   Furthermore, by removing the cutting joints and the buried joint, it is possible to prevent cracks from entering the pavement 2 of the cutting joint and the buried joint due to the expansion and contraction displacement and rotational displacement of the girder end of the bridge girder 3. Therefore, it is possible to prevent water containing chloride ions from leaking to the gap 9 between the bridge girder 3 and the abutment 4.

<供用時の伸縮に対する耐荷性>
しかも、橋桁3の桁端の伸縮変位及び回転変位に伴う応力により橋梁ジョイント20が破壊することを防止するため、拘束部材22は、その弾性係数が床版5及び橋台パラペット8のそれと同等又はそれ以上に形成される。このため、拘束部材22には、上記したように床版5及び橋台パラペット8と同じセメントを主成分とするコンクリート、繊維強化コンクリート、短繊維を混入したポリマーセメントモルタル、又は、複数微細ひび割れ型繊維補強セメント複合材料が用いられている。
<Load resistance against expansion and contraction during service>
Moreover, in order to prevent the bridge joint 20 from being broken by the stress associated with the expansion / contraction displacement and rotational displacement of the beam end of the bridge girder 3, the restraining member 22 has an elastic coefficient equal to or equal to that of the floor slab 5 and the abutment parapet 8. It is formed as described above. For this reason, as described above, the restraining member 22 includes the same cement as the main component of the floor slab 5 and the abutment parapet 8, fiber reinforced concrete, polymer cement mortar mixed with short fibers, or a plurality of fine cracked fibers. Reinforced cement composites are used.

なお、本実施例では、拘束部材22の素材として床版5及び橋台パラペット8と同じくセメントを主成分とするコンクリート又はモルタルを用いたが、拘束部材22の素材は必ずしもこれに限定されるものではなく、橋梁ジョイント20の弾性係数が床版5及び橋台パラペット8のものと同等又はそれ以上であれば、樹脂コンクリートその他の素材であっても良い。   In this embodiment, concrete or mortar containing cement as a main component is used as the material of the restraining member 22 as in the case of the floor slab 5 and the abutment parapet 8. However, the material of the restraining member 22 is not necessarily limited to this. As long as the elastic modulus of the bridge joint 20 is equal to or higher than that of the floor slab 5 and the abutment parapet 8, resin concrete or other materials may be used.

このように、拘束部材22は、床版5及び橋台パラペット8と同等又はそれ以上の弾性係数を有するので、温度変化等に伴う橋桁3の伸長により橋桁3及び橋台パラペット8間で圧縮されても圧潰されず、なおかつ、温度変化等に伴う橋桁3の収縮や活荷重等による橋桁3の撓みに伴って橋桁3及び橋台パラペット8間で引っ張られても破壊されない。   Thus, since the restraining member 22 has an elastic coefficient equal to or greater than that of the floor slab 5 and the abutment parapet 8, even if the restraint member 22 is compressed between the bridge girder 3 and the abutment parapet 8 due to the extension of the bridge girder 3 due to a temperature change or the like. It is not crushed and is not broken even if it is pulled between the bridge girder 3 and the abutment parapet 8 due to the shrinkage of the bridge girder 3 due to temperature change or the like, or the bending of the bridge girder 3 due to a live load or the like.

しかも、このように拘束部材22は、それ自体が床版5及び橋台パラペット8間に存在していても、橋桁3の桁端の伸縮変位及び回転変位により圧潰したり又は破断することが防止される結果、当該拘束部材22で被包されている連結部材21の各鉄筋21の変形を阻止でき、連動構造体30の変位挙動において連結部材21が担う圧縮及び引張に対する耐力を高めることができる。   Moreover, even if the restraining member 22 is present between the floor slab 5 and the abutment parapet 8 as described above, the restraining member 22 is prevented from being crushed or broken due to expansion and contraction displacement and rotational displacement of the beam end of the bridge girder 3. As a result, the deformation of each reinforcing bar 21 of the connecting member 21 encapsulated by the restraining member 22 can be prevented, and the resistance to compression and tension that the connecting member 21 bears in the displacement behavior of the interlocking structure 30 can be increased.

また、連結部材21の主鉄筋21aにおける各アンカー軸部21a2は、拘束部材22と床版5又は橋台パラペット8との間に跨って設けられているが、床版5及び橋台パラペット8間において、橋桁3の桁端の伸縮変位及び回転変位が発生しても、拘束部材22による鉄筋21の変形拘束によって、床版凹所11及び橋台凹所12と拘束部材22との境界面に対して垂直姿勢を保ち続けることができる。   In addition, each anchor shaft portion 21a2 in the main reinforcing bar 21a of the connecting member 21 is provided between the restraining member 22 and the floor slab 5 or the abutment parapet 8, but between the floor slab 5 and the abutment parapet 8, Even when expansion and contraction displacement and rotational displacement of the beam end of the bridge girder 3 occur, the deformation of the reinforcing bar 21 by the restraining member 22 restrains the floor slab recess 11 and the boundary between the abutment recess 12 and the restraining member 22. You can keep your posture.

この結果、床版凹所11及び橋台凹所12と拘束部材22との境界面に作用するせん断力を、各主鉄筋21aのアンカー軸部21a2により受け支えることができ、当該境界面に生じるせん断滑りに抵抗することができる。しかも、拘束部材22と床版5及び橋台パラペット8とはセメント成分を主成分とした材料同士(例えば、モルタル及びコンクリート、又は、コンクリート同士)が打継ぎ接合されたものであるとともに、その接合が打継ぎ用接着剤の接着継手25を介して更に補強されているので、床版凹所11及び橋台凹所12と拘束部材22と接合部に生じるせん断滑りに対して更に強く抵抗することができる。   As a result, the shear force acting on the boundary surface between the floor slab recess 11 and the abutment recess 12 and the restraining member 22 can be received and supported by the anchor shaft portion 21a2 of each main reinforcing bar 21a, and shear generated on the boundary surface. Can resist slipping. Moreover, the restraining member 22 and the floor slab 5 and the abutment parapet 8 are made by joining materials mainly composed of cement components (for example, mortar and concrete, or concrete) and joining them. Since it is further reinforced through the adhesive joint 25 of the adhesive for joining, it is possible to more strongly resist the shear slip generated in the floor slab recess 11, the abutment recess 12, the restraining member 22 and the joint. .

<床版5及び橋台パラペット8に比べた破壊容易性>
もっとも、橋梁ジョイント20は、その舗装部20Aの厚みtが床版5の被舗装部5Aの厚みT1に比べて小さく、その分、床版5及び橋台パラペット8に比べて部材として弱く形成されている。これは、橋梁ジョイント20自体の引張耐力、圧縮耐力又は曲げ耐力を超える過大な力が作用した場合、例えば、大規模地震の直撃を受けたような場合に、当該橋梁ジョイント20に負荷を集中させて橋梁ジョイント20を優先的に破壊させるためである。
<Fracture ease compared to floor slab 5 and abutment parapet 8>
However, the thickness t of the paved portion 20A is smaller than the thickness T1 of the paved portion 5A of the floor slab 5, and the bridge joint 20 is formed to be weaker as a member than the floor slab 5 and the abutment parapet 8. Yes. This is because when an excessive force exceeding the tensile strength, compression strength or bending strength of the bridge joint 20 itself is applied, for example, when a direct impact of a large-scale earthquake is applied, the load is concentrated on the bridge joint 20. This is because the bridge joint 20 is preferentially destroyed.

橋梁ジョイント20が破壊されることにより、床版5及び橋台パラペット8の繋がりが断絶されるので、地震時に連動構造体30が全体として変位挙動することは回避される。つまり、橋桁3と橋台4との変位挙動の橋梁ジョイント20を介した連動が解消される結果、橋桁3及び橋台4は、それぞれ固有の変位挙動を取り戻すことができる。   When the bridge joint 20 is broken, the connection between the floor slab 5 and the abutment parapet 8 is broken, so that the interlocking structure 30 is prevented from being displaced as a whole at the time of an earthquake. That is, as a result of canceling the interlocking of the displacement behavior of the bridge girder 3 and the abutment 4 via the bridge joint 20, the bridge girder 3 and the abutment 4 can regain their inherent displacement behavior.

さすれば、大規模地震時のように過大な力が作用する状況下で、連動構造体30が一体的に変位挙動することを原因として発生するであろう不要な弊害、例えば、橋梁ジョイント20により床版5及び橋台パラペット8が一体化されるが故に生じるであろう床版5及び橋台4の損傷や破壊を回避できる。   In other words, under the situation where an excessive force is applied as in a large-scale earthquake, unnecessary adverse effects that may occur due to the interlocking structure 30 being integrally displaced, for example, the bridge joint 20 By this, damage and destruction of the floor slab 5 and the abutment 4 that may occur because the floor slab 5 and the abutment parapet 8 are integrated can be avoided.

このように橋梁ジョイントを優先的に破壊させるには、橋梁ジョイント20の引張耐力、圧縮耐力又は曲げ耐力がレベル2地震動により作用する慣性荷重を下回ること、即ち、レベル2地震動により作用する慣性荷重によって橋梁ジョイント20のみが破壊される一方で、橋桁3及び橋台パラペット8については破壊されずに既存状態が維持されるものであることが好ましい。   In order to preferentially break the bridge joint in this way, the tensile strength, compression strength or bending strength of the bridge joint 20 is lower than the inertial load acting on the level 2 earthquake motion, that is, by the inertial load acting on the level 2 earthquake motion. While only the bridge joint 20 is destroyed, it is preferable that the existing state of the bridge girder 3 and the abutment parapet 8 is maintained without being destroyed.

さらに言えば、橋桁3、橋台パラペット8及び橋梁ジョイント20の引張耐力、圧縮耐力及び曲げ耐力については、いずれもレベル1地震動により作用する慣性荷重を上回ること、即ち、レベル1地震動により作用する慣性荷重では、橋梁ジョイント20を含めて橋桁3及び橋台パラペットのいずれも破壊されずに既存状態を維持するものであることがより好ましい。   Furthermore, the tensile strength, compression strength and bending strength of the bridge girder 3, the abutment parapet 8 and the bridge joint 20 all exceed the inertial load acting on the level 1 earthquake motion, that is, the inertial load acting on the level 1 earthquake motion. Then, it is more preferable that neither the bridge girder 3 nor the abutment parapet including the bridge joint 20 is maintained without being destroyed.

次に、図10を参照して、上記実施形態の別の変形例について説明する。図10(a)は、橋梁ジョイント40の平面図であり、図10(b)は、橋梁ジョイント40の被舗装部40aの内部構造の橋軸方向断面図である。   Next, another modification of the above embodiment will be described with reference to FIG. FIG. 10A is a plan view of the bridge joint 40, and FIG. 10B is a cross-sectional view in the bridge axis direction of the internal structure of the paved portion 40 a of the bridge joint 40.

この橋梁ジョイント40は、上記した橋梁ジョイント20に対し、連結部材の形態を変更したものである。以下、上記実施例と同一の部分には同一の符号を付して、その説明を省略し、異なる部分のみを説明する。   The bridge joint 40 is obtained by changing the form of the connecting member with respect to the bridge joint 20 described above. In the following, the same parts as those in the above embodiment are denoted by the same reference numerals, description thereof is omitted, and only different parts are described.

橋梁ジョイント40において、連結部材41は、その筋材として、平面状筋材42と、複数の接着アンカー43とを備えている。図10(a)に示すように、平面状筋材42は、格子状の平面的形態を有した筋材であり、例えば、溶接金網、コンクリート補強用連続繊維シート、格子状などの平面的形態を有する連続繊維補強材が使用されている。   In the bridge joint 40, the connecting member 41 includes a planar reinforcing member 42 and a plurality of adhesive anchors 43 as the reinforcing member. As shown in FIG. 10 (a), the planar reinforcing material 42 is a reinforcing material having a lattice-like planar form. For example, a planar form such as a welded wire mesh, a continuous fiber sheet for reinforcing concrete, or a lattice-like form. A continuous fiber reinforcement is used.

平面状筋材42は、施工凹所14内の床版凹所11及び橋台凹所12に跨って架設されており、遊間9の延長方向と同一方向に連続して設けられている。この平面状筋材42は、床版凹所11及び橋台凹所12の各係合穴13aに埋め込み固定された接着アンカー43を介して、床版5及び橋台パラペット8に固定されている。   The planar reinforcing member 42 is laid over the floor slab recess 11 and the abutment recess 12 in the construction recess 14, and is continuously provided in the same direction as the extending direction of the gap 9. The planar reinforcing material 42 is fixed to the floor slab 5 and the abutment parapet 8 through adhesive anchors 43 embedded and fixed in the respective engagement holes 13a of the floor slab recess 11 and the abutment recess 12.

なお、平面状筋材42の平面的形態は必ずしも格子状である必要はなく、例えば、網状、シート状、織物状その他の平面的形態であっても良い。   In addition, the planar form of the planar streaks 42 is not necessarily a lattice form, and may be a planar form such as a net form, a sheet form, a woven form, or the like.

複数の接着アンカー43は、接着アンカー24と同様に、あと施工アンカーの接着系アンカーである。接着アンカー43は、鉄筋製のアンカー筋43aを上記した打継ぎ用接着剤の接着継手43bにより床版5及び橋台パラペット8に固定するものである。   The plurality of adhesive anchors 43 are adhesive anchors of post-installed anchors, like the adhesive anchor 24. The adhesive anchor 43 is for fixing the reinforcing bar 43a made of reinforcing steel to the floor slab 5 and the abutment parapet 8 by the above-mentioned adhesive joint 43b of the adhesive for joining.

図10(b)に示すように、平面状筋材42は、施工凹所14の底面から離間して浮き上がっており、その橋軸方向両端部がそれぞれ接着アンカー43により支持されている。各接着アンカー43の上端部には、平面状筋材42が結着材により結着されており、平面状筋材42は接着アンカー43間に張架されている。   As shown in FIG. 10 (b), the planar reinforcing material 42 is lifted apart from the bottom surface of the construction recess 14, and both ends in the bridge axis direction are supported by the adhesive anchors 43. A planar reinforcing material 42 is bound to the upper end portion of each adhesive anchor 43 by a binding material, and the planar reinforcing material 42 is stretched between the adhesive anchors 43.

橋梁ジョイント40によれば、平面状筋材42が第1実施例の連結部材21の各主鉄筋21aの本体部21a1及び各補強鉄筋21bに代わって機能し、各接着アンカー43が第1実施例の連結部材21の主鉄筋21aの各アンカー軸部21a2に代わって機能することで、連結部材41が全体として作用及び効果を発揮するようになっている。   According to the bridge joint 40, the planar reinforcing bars 42 function in place of the main body portions 21a1 and the reinforcing reinforcing bars 21b of the main reinforcing bars 21a of the connecting member 21 of the first embodiment, and the adhesive anchors 43 correspond to the first embodiment. By functioning in place of each anchor shaft portion 21a2 of the main reinforcing bar 21a of the connecting member 21, the connecting member 41 exhibits its function and effect as a whole.

以上、実施例に基づき本考案を説明したが、本考案は上記実施例に何ら限定されるものではなく、本考案の趣旨を逸脱しない範囲内で種々の改良変形が可能であることは容易に推察できるものである。   The present invention has been described based on the embodiments. However, the present invention is not limited to the above embodiments, and various modifications can be easily made without departing from the spirit of the present invention. It can be guessed.

例えば、上記実施例では、橋梁ジョイント20,40を一径間単純桁橋の橋軸方向両端部に設けた場合について説明したが、橋梁ジョイントの適用対象となる橋梁は必ずしもこれに限定されるものではなく、橋軸方向の中間部に1又は2以上の橋脚を有する多径間単純桁橋又は多径間複数桁橋の橋軸方向両端部に適用するようにしても良い。   For example, in the above-described embodiment, the case where the bridge joints 20 and 40 are provided at both ends in the bridge axis direction of the single span simple girder bridge has been described. However, the bridge to which the bridge joint is applied is not necessarily limited to this. Instead, the present invention may be applied to both ends of the multi-span simple girder bridge or the multi-span multi-girder bridge having one or two or more bridge piers in the intermediate part in the bridge axis direction.

また、上記実施例では、橋梁ジョイント20,40を単純桁橋の橋軸方向両端部に適用したが、橋梁ジョイントの適用対象箇所は、必ずしも単純桁橋の橋軸方向両端部に適用対象箇所が限定されるものではなく、例えば、全橋長が30m〜50m級の多径間複数桁橋に関し、その途中に存在する中間橋脚部で隣接し合う橋桁同士の接合部分おいて、その各橋桁の床版同士を連結するために適用しても良い。   In the above embodiment, the bridge joints 20 and 40 are applied to both ends in the bridge axis direction of the simple girder bridge. However, the application target portions of the bridge joint are not necessarily applied to both ends in the bridge axis direction of the simple girder bridge. For example, for multi-girder multi-girder bridges with a total bridge length of 30m to 50m class, the bridge girder adjacent to each other at the intermediate bridge piers in the middle of each bridge girder You may apply in order to connect floor slabs.

1 橋梁
2 舗装体
2a,20A1 路面
3 橋桁
4 橋台(橋桁隣接物)
5 床版
5A 床版の被舗装部
5A1 床版はつり部
5B 床版の被舗装部
7 支承
8 橋台パラペット(床版隣接部)
8A 橋台パラペットの被舗装部
8A1 橋台はつり部(隣接はつり部)
8B 橋台パラペットの地覆部
9 遊間
11 床版凹所(床版凹所)
12 橋台凹所(隣接凹所)
13 バックアップ材(封止部材)
14 施工凹所
20,40 橋梁ジョイント(複合体)
20A,40a 橋梁ジョイントの舗装部
20B,40b 橋梁ジョイントの地覆部
21,41 連結部材
21a 主鉄筋(筋材)
21a2 アンカー軸部(アンカー筋材、接着系のあと施工アンカーの一部)
21b 補強鉄筋(筋材)
22 拘束部材
23 接着継手(接着継手、接着系のあと施工アンカーの一部)
24,43 接着アンカー
25 接着継手
30 連動構造体
42 平面状筋材(筋材の一部)
43a アンカー筋材(アンカー筋材、接着系のあと施工アンカーの一部)
43b 接着継手(接着継手、接着系のあと施工アンカーの一部)
1 Bridge 2 Pavement 2a, 20A1 Road surface 3 Bridge girder 4 Abutment (adjacent to the bridge girder)
5 Floor slab 5A Floor slab paved part 5A1 Floor slab hanging part 5B Floor slab paved part 7 Bearing 8 Abutment parapet (adjacent part of floor slab)
8A Pavement part of abutment parapet 8A1 Abutment hanging part (adjacent hanging part)
8B Ground cover part of abutment parapet 9 Yuma 11 Floor slab recess (floor slab recess)
12 Abutment recess (adjacent recess)
13 Backup material (sealing material)
14 Construction recess 20, 40 Bridge joint (composite)
20A, 40a Pavement part 20B, 40b of bridge joint Ground cover part 21, 41 of bridge joint Connecting member 21a Main rebar (stress)
21a2 Anchor shaft (anchor reinforcement, part of anchor after construction)
21b Reinforcing bar (strength)
22 Restraint member 23 Adhesive joint (adhesive joint, part of anchor after installation)
24, 43 Adhesive anchor 25 Adhesive joint 30 Interlocking structure 42 Planar rebar (part of rebar)
43a Anchor reinforcement (anchor reinforcement, part of anchor after construction)
43b Adhesive joint (adhesive joint, part of anchor after installation)

Claims (8)

橋桁の床版と橋桁隣接物の床版隣接部との接続部分に設けられる橋梁ジョイント構造において、
遊間を隔てて互いに近接するコンクリート製の床版及び床版隣接部間に跨って架設され、その床版及び床版隣接部のそれぞれに固定され当該床版及び床版隣接部同士を連結する筋材となる連結部材と、
その連結部材を内部に被包拘束し変形阻止した状態で床版及び床版隣接部間に跨って架設され、コンクリート製の床版及び床版隣接部に打継ぎ接合される後打ちコンクリート又は後打ちモルタルで形成され、床版及び床版隣接部同士を連接させて前記遊間を覆い塞ぐとともに、その床版及び床版隣接部上に敷設される舗装体の路面と面一状に連続する路面が上面に形成される拘束部材とを備えており、
その拘束部材及び連結部材を備えた複合体を介して床版及び床版隣接部を一体化することにより、橋桁と橋桁隣接物とを一体的に変位挙動可能な連動構造体とするものであることを特徴とする橋梁ジョイント構造。
In the bridge joint structure provided at the connection part between the bridge slab and the adjacent part of the bridge girder,
A concrete floor slab that is adjacent to each other with a gap between the floor slab and the adjacent portion of the floor slab, and is fixed to each of the floor slab and the adjacent portion of the floor slab. A connecting member as a material;
Post-concrete concrete or the back of the slab that is spanned between the floor slab and the adjacent portion of the floor slab and is joined to the concrete floor slab and the adjacent portion of the floor slab while the connecting member is encapsulated and prevented from being deformed A road surface that is formed of hammered mortar, connects the floor slab and adjacent portions of the floor slab to cover and close the play, and is continuous with the road surface of the paved body laid on the floor slab and the adjacent portion of the floor slab. And a restraining member formed on the upper surface,
By integrating the floor slab and the floor slab adjoining part through the composite body including the restraining member and the connecting member, the bridge girder and the bridge girder adjoining structure are made into an interlocking structure capable of being integrally displaced. Bridge joint structure characterized by that.
前記連結部材及び拘束部材を備えた複合体は、
床版及び床版隣接部の被舗装部間に架設され上面が路面となるジョイント舗装部と、
床版及び床版隣接部の地覆部間に架設されるジョイント地覆部とを備えており、
そのジョイント地覆部がジョイント舗装部及び舗装体の路面に比べて高く隆起していることを特徴とする請求項1記載の橋梁ジョイント構造。
The composite comprising the connecting member and the restraining member is:
A joint pavement that is constructed between the floor slab and the paved part of the floor slab adjacent part, and whose upper surface is the road surface;
A ground cover and a joint ground cover laid between the ground cover of the floor slab adjacent part,
The bridge joint structure according to claim 1, wherein the joint ground covering portion is raised higher than the road surface of the joint pavement and the pavement.
床版の端部のコンクリート上から舗装体を撤去することで凹設される床版凹所と、
その床版凹所に隣接するとともに床版隣接部のコンクリート上から舗装体を撤去することで凹設される隣接凹所と、
その隣接凹所及び床版凹所の間に存在する前記遊間に密嵌される封止部材と、
その封止部材、床版凹所及び隣接凹所により床版と床版隣接部とに跨って一続きに形成される施工凹所と、
その施工凹所内に構築され前記床版凹所及び隣接凹所内に各々固定される前記連結部材と、
その連結部材を内部に被包した格好で前記施工凹所内に打設される後打ちコンクリート又は後打ちモルタルであって前記床版凹所及び隣接凹所の内側面を成す床版及び床版隣接部のコンクリート面と接合される前記拘束部材とを備えていることを特徴とする請求項1又は2に記載の橋梁ジョイント構造。
A floor slab recess recessed by removing the pavement from the concrete on the edge of the floor slab,
An adjacent recess that is adjacent to the floor slab recess and is recessed by removing the pavement from the concrete on the floor slab adjacent portion,
A sealing member that is tightly fitted between the adjacent recesses and the floor slab recesses;
A construction recess that is continuously formed across the floor slab and the floor slab adjacent portion by the sealing member, the floor slab recess and the adjacent recess,
The connecting member constructed in the construction recess and fixed in the floor slab recess and the adjacent recess respectively;
Adjacent floor slabs and floor slabs that are cast-in-place concrete or post-cast mortar that is encased in the construction recess and encloses the connecting member and forms the inner surface of the floor slab recess and the adjacent recess The bridge joint structure according to claim 1, further comprising the restraining member joined to a concrete surface of a portion.
前記床版凹所の底部には床版端部のコンクリートの表層部を除去した床版はつり部が設けられ、
前記隣接凹所の底部には床版隣接部のコンクリートの表層部を除去した隣接はつり部が設けられ、
前記拘束部材は、前記施工凹所内に打設される後打ちコンクリート又は後打ちモルタルであって前記床版凹所及び隣接凹所の内側面を成す前記床版はつり部及び隣接はつり部のコンクリート面と接合されることを特徴とする請求項3記載の橋梁ジョイント構造。
At the bottom of the floor slab recess, the floor slab from which the surface layer portion of the concrete at the end of the floor slab is removed is provided with a hanging portion,
The bottom of the adjacent recess is provided with a hanging portion adjacent to the concrete surface layer portion of the floor slab adjacent portion,
The constraining member is post-cast concrete or post-cast mortar that is cast into the construction recess, and the floor slab that forms the inner surface of the floor slab recess and the adjacent recess is a suspended surface and a concrete surface of the suspended portion. The bridge joint structure according to claim 3, wherein the bridge joint structure is joined to the bridge joint structure.
前記床版隣接物は橋台であり、
前記床版隣接部は橋台パラペットであり、
前記拘束部材における前記遊間に跨って架設される部分は、その断面積が橋桁の断面積及び橋台パラペットの断面積に比べて小さく、かつ、その断面係数が橋桁の断面係数及び橋台パラペットの断面係数に比べて小さく形成されていることを特徴とする請求項1から4のいずれかに記載の橋梁ジョイント構造。
The floor slab adjoining is an abutment,
The floor slab adjacent part is an abutment parapet,
The portion of the restraining member that spans the gap is smaller in cross-sectional area than the cross-sectional area of the bridge girder and the cross-sectional area of the abutment parapet, and the cross-sectional modulus is the cross-section coefficient of the abutment girder and the cross-section coefficient of the abutment parapet. The bridge joint structure according to any one of claims 1 to 4, wherein the bridge joint structure is smaller than the bridge joint structure.
前記床版隣接物は前記橋桁に遊間を隔てて隣接する第2の橋桁であり、
前記床版隣接部は第2の橋桁の床版であり、
前記拘束部材における前記遊間に跨って架設される部分は、その断面積が前記前記橋桁の断面積及び第2の橋桁の断面積に比べて小さく、かつ、その断面係数が前記前記橋桁の断面係数及び第2の橋桁の断面係数に比べて小さく形成されていることを特徴とする請求項1から4のいずれかに記載の橋梁ジョイント構造。
The floor slab adjacency is a second bridge girder adjacent to the bridge girder with a gap.
The floor slab adjacent portion is a floor slab of a second bridge girder,
The portion of the restraining member that spans the gap is smaller in cross-sectional area than the cross-sectional area of the bridge girder and the cross-sectional area of the second girder, and the cross-sectional coefficient is the cross-sectional coefficient of the bridge girder. The bridge joint structure according to any one of claims 1 to 4, wherein the bridge joint structure is formed to be smaller than a section modulus of the second bridge girder.
前記連結部材は、床版及び床版隣接部内に配筋される筋材と分離独立した状態で床版及び床版隣接部のコンクリートに固定されているものであることを特徴とする請求項1から6のいずれかに記載の橋梁ジョイント構造。   The connecting member is fixed to the concrete of the floor slab and the adjacent portion of the floor slab in a state of being separated and independent from the reinforcing material arranged in the floor slab and the adjacent portion of the floor slab. The bridge joint structure according to any one of 1 to 6. 前記連結部材は、前記床版凹所及び隣接凹所の内側面を成すコンクリートに挿入され埋め込まれるアンカー筋材と、そのアンカー筋材を床版及び床版隣接部のコンクリートに接着固定する接着継手とを有する接着系のあと施工アンカーを備えていることを特徴とする請求項1から7のいずれかに記載の橋梁ジョイント構造。   The connecting member includes an anchor reinforcement member that is inserted and embedded in the concrete that forms the inner surface of the floor slab recess and the adjacent recess, and an adhesive joint that bonds and fixes the anchor reinforcement member to the concrete of the floor slab and the floor slab adjacent portion. A bridge joint structure according to any one of claims 1 to 7, further comprising a post-installed anchor having an adhesive system.
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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106032704A (en) * 2015-03-18 2016-10-19 中天建设集团有限公司 Construction method for using concrete columns to support structures on both sides of post-pouring strip

Families Citing this family (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105133663A (en) * 2015-09-18 2015-12-09 中铁十六局集团城市建设发展有限公司 Post-cast strip device and construction method thereof
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Family Cites Families (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2580814Y2 (en) * 1992-01-27 1998-09-17 コニシ株式会社 Road expansion joint
JP3161531B2 (en) * 1998-11-13 2001-04-25 利弘 中川 Telescopic device for drainage of elevated road and its construction method.
JP2002088926A (en) * 2000-09-14 2002-03-27 Watanabe Bussan Kk Method for retrofitting anchor bolt or anchor pin into concrete skeleton
JP4499900B2 (en) * 2000-09-19 2010-07-07 株式会社イゼナ Heat transfer floor structure material and floor structure using this floor structure material
JP2002348810A (en) * 2001-05-23 2002-12-04 Sanyo Kagaku Corp Embedded joint
JP4517697B2 (en) * 2004-03-26 2010-08-04 鹿島建設株式会社 Continuous structure of the expansion joint of the bridge
JP3841797B2 (en) * 2004-04-19 2006-11-01 川崎重工業株式会社 Road bridge continuous construction method

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106032704A (en) * 2015-03-18 2016-10-19 中天建设集团有限公司 Construction method for using concrete columns to support structures on both sides of post-pouring strip

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