JP2008255720A - Steel-concrete synthetic floor slab and synthetic floor slab bridge using steel sheet pile, and construction method - Google Patents

Steel-concrete synthetic floor slab and synthetic floor slab bridge using steel sheet pile, and construction method Download PDF

Info

Publication number
JP2008255720A
JP2008255720A JP2007101002A JP2007101002A JP2008255720A JP 2008255720 A JP2008255720 A JP 2008255720A JP 2007101002 A JP2007101002 A JP 2007101002A JP 2007101002 A JP2007101002 A JP 2007101002A JP 2008255720 A JP2008255720 A JP 2008255720A
Authority
JP
Japan
Prior art keywords
steel sheet
sheet pile
steel
floor slab
concrete
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
JP2007101002A
Other languages
Japanese (ja)
Other versions
JP5214902B2 (en
Inventor
Masataka Takagi
優任 高木
Kenichi Nakatsu
賢一 中津
Nobuhiro Goto
信弘 後藤
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Nippon Steel Corp
Original Assignee
Nippon Steel Corp
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Nippon Steel Corp filed Critical Nippon Steel Corp
Priority to JP2007101002A priority Critical patent/JP5214902B2/en
Publication of JP2008255720A publication Critical patent/JP2008255720A/en
Application granted granted Critical
Publication of JP5214902B2 publication Critical patent/JP5214902B2/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Abstract

<P>PROBLEM TO BE SOLVED: To provide a steel-concrete synthetic floor slab and a synthetic floor slab bridge using steel sheet piles that easily prevent a leak of mortar in construction of a floor slab and a floor slab bridge, and to provide a construction method for the synthetic floor slab and the synthetic floor slab bridge. <P>SOLUTION: A plurality of steel sheet piles 1 each having joints 5 on its lateral side edges are arranged in a row, and concrete 12 is placed and solidified at least in recessions 11 formed between rowed steel sheet piles 1 adjacent to each other to integrate together the row of steel sheet piles 1 to construct the steel-concrete synthetic floor slab. A leak preventing connection member 13 preventing a concrete leak is provided to bridge a gap between joints 5 of steel sheet piles 1 laterally adjacent to each other, and the concrete 12 is placed to bury each leak preventing connection member 13 therein. The steel sheet piles 1 is provided as a hat-shaped steel sheet pile, a U-shaped steel sheet pile, or a Z-shaped steel sheet pile. The leak preventing connection member 13 is provided as a strip of an elastic material, a thin plate, a steel plate, etc. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

本発明は、道路や鉄道などに用いられる、路面を構成する鋼矢板を用いた鋼・コンクリート合成床版および合成床版橋ならびに施工方法に関するものである。   The present invention relates to a steel / concrete composite floor slab, a composite floor slab bridge, and a construction method using a steel sheet pile constituting a road surface used for roads and railways.

従来、床版または床版橋に使用される版体としては、(1)RC床版、(2)PC床版、(3)鋼・コンクリート合成床版、(4)鋼床版の4種類が用いられている。   Conventionally, there are four types of plates used for floor slabs or floor slab bridges: (1) RC slabs, (2) PC slabs, (3) Steel / concrete composite slabs, and (4) Steel slabs. Is used.

前記(1)のRC床版は、鉄筋とコンクリートで構成される床版で、コンクリート打設時に型枠や支保工が必要となり、工事中の桁下空間の占有が必要になる。この問題を解決するため、プレキャストのものもあるが、RC床版は、自重が重く、工場から現地の輸送効率が悪いことや、設置のために大型のクレーンが必要になるなどの問題がある。また、耐久性の面ではPC床版、合成床版よりも劣る場合が多い。   The RC floor slab of (1) is a floor slab composed of reinforcing bars and concrete, and requires formwork and support work when placing the concrete, and occupies the space under the girder during construction. To solve this problem, some are precast, but RC floor slabs are heavy and have problems such as poor local transportation efficiency from the factory and the need for large cranes for installation. . Moreover, in terms of durability, it is often inferior to PC floor slabs or synthetic floor slabs.

前記(2)のPC(プレストレストコンクリート)床版は、RC床版と同じく、コンクリートと鋼材から構成されるが、コンクリートにプレストレスを導入することで、軽量化、耐久性の向上を図っている。しかしながら、コンクリートへのプレストレス導入を現地で行う場合には、RC床版と同じく型枠が必要となる上に、センターホールジャッキ等の大型の軸力導入装置が必要になり、また、PC鋼材の破断強度近くまで軸力を導入するため、PC鋼材の破断などの危険性がある。これを解決するため、工場でPC鋼材に軸力を導入するプレキャスト版もあるが、RC床版と同様に自重が重いという欠点があり搬送コストが高くなる問題がある。   The PC (prestressed concrete) slab of (2) is composed of concrete and steel, like the RC slab, but is designed to reduce weight and improve durability by introducing prestress into the concrete. . However, when prestressing concrete is introduced locally, a formwork is required in the same way as RC floor slabs, and a large axial force introducing device such as a center hole jack is required. Since the axial force is introduced to near the breaking strength, there is a risk of breaking the PC steel material. In order to solve this, there is a precast plate in which axial force is introduced into PC steel at a factory. However, like the RC floor slab, there is a disadvantage that its own weight is heavy, and there is a problem that the conveyance cost becomes high.

前記(3)の鋼・コンクリート合成床版は、現場打ちのコンクリート打設時の自重に耐えるため、鋼板に形鋼などの曲げ剛性を有する部材を溶接により取り付ける必要があり、加工工数や現地での鋼材相互の接合作業を必要とすることから、コスト高になり、経済性の面でコンクリート系の床版に劣る欠点がある。   The steel / concrete composite floor slab of (3) above must be attached to the steel plate with a member having bending rigidity such as a shape steel by welding in order to withstand its own weight when placing concrete on site. Since the steel materials need to be joined to each other, the cost is high, and there are disadvantages that are inferior to concrete-based slabs in terms of economy.

前記(4)の鋼床版は、鋼・コンクリート合成床版と同じく、荷重に耐えるためには鋼板に剛性を付加する部材を取り付ける必要がある。これらの剛性を付加する部材は溶接による組み立てが必要で、なおかつコンクリートを充填しないで剛性を確保するために、鋼・コンクリート合成床版よりも部材数が多くなる。このため、必然的に溶接などの加工度が大きくなるため、コスト削減が困難という欠点がある。   The steel slab of (4), like the steel / concrete composite slab, needs to be attached with a member that adds rigidity to the steel plate in order to withstand the load. These members to which rigidity is added need to be assembled by welding, and in order to ensure rigidity without filling concrete, the number of members is larger than that of a steel / concrete composite deck. For this reason, since the degree of processing such as welding is inevitably increased, there is a drawback that it is difficult to reduce costs.

また、床版橋の剛性を高める技術として、鋼矢板と形鋼を組み合わせた鋼・コンクリート合成床版橋も知られている(例えば、特許文献1または2参照)。
しかし、このような、鋼・コンクリート床版橋では、鋼矢板と形鋼とを組み合わせる構造であり、鋼矢板と形鋼をその長手方向にわたり溶接により固定する構造であるので、依然として溶接加工が多く残り、経済性をさらに向上させたい場合に不利である。また、横方向に隣り合う鋼矢板相互の爪同士を嵌合させる構造であるため、一時的に、鋼矢板長手方向にずらした状態で嵌合する施工となるために広いスペースを必要とするばかりでなく、鋼矢板を引き込むための引き込み装置が必要になるという課題がある。
As a technique for increasing the rigidity of a floor slab bridge, a steel / concrete composite floor slab bridge in which a steel sheet pile and a shape steel are combined is also known (see, for example, Patent Document 1 or 2).
However, such steel / concrete floor slab bridges have a structure that combines steel sheet piles and shaped steel, and is a structure in which the steel sheet piles and shaped steel are fixed by welding in the longitudinal direction, so there are still many welding processes. It is disadvantageous if you want to improve the economy further. In addition, because it is a structure that fits the claws between the steel sheet piles adjacent in the lateral direction, it will temporarily require a large space to fit in a state shifted in the steel sheet pile longitudinal direction. However, there is a problem that a retracting device for retracting the steel sheet pile is required.

本発明者らは、これらの課題も解決すべく、先の特許出願の鋼・コンクリート合成床版で、断面ハット形の構造部材を使用することで、曲げ剛性と底鋼板の役割を兼用させ、溶接などの加工工数を大幅に削減するとともに、断面が凹凸を有することでコンクリート打設量を削減でき、建設費用を削減できる鋼・コンクリート合成床版の構造を提案した。
特開2001−81717号公報 特願平11−229329公報
In order to solve these problems, the inventors of the present invention applied steel / concrete composite floor slabs by using a structural member with a hat-shaped cross section, thereby combining the role of bending rigidity and bottom steel plate, We proposed a steel / concrete composite slab structure that can significantly reduce the processing man-hours such as welding, and reduce the amount of concrete placement due to the unevenness of the cross section, thereby reducing construction costs.
JP 2001-81717 A Japanese Patent Application No. 11-229329

前記のように、従来の鋼矢板を使用した床版の形態では、横方向に隣り合う鋼矢板の継ぎ手の爪相互を直接接触させるように並列して並べて配置する形態であり、このような継手直接接触型の床版でも、その製作誤差の吸収、平面線形、縦断勾配への対処のため、設置間隔を鋼矢板の長手方向両端部で異なる値だけ拡縮したり、高さを調整する必要がある。
しかし、このように爪相互を係合させるように配置する形態では、爪部相互の係合する条件の下での設置となるため、新設の鋼矢板の設置位置が既設側の鋼矢板に拘束され、設置位置の自由度がないと共に、設置位置の誤差吸収能力が小さいという問題を有する。
As described above, in the form of a floor slab using a conventional steel sheet pile, it is a form in which the claws of the joints of the steel sheet piles adjacent in the lateral direction are arranged side by side in parallel, and such a joint Even in direct contact type floor slabs, it is necessary to expand / reduce the installation interval by different values at both ends of the steel sheet pile in the longitudinal direction or adjust the height in order to absorb manufacturing errors, deal with horizontal alignment, and longitudinal gradients. is there.
However, in the configuration in which the claws are arranged to engage with each other in this manner, the installation position of the new steel sheet pile is constrained to the existing steel sheet pile because the installation is performed under the condition that the claws are engaged with each other. In addition, there is a problem in that there is no degree of freedom in the installation position and the error absorption capacity of the installation position is small.

本発明は、床版または床版橋の建設に際し、製作誤差の吸収、平面線形、縦断勾配への対処のため、設置間隔を長手方向(縦断勾配方向では、上下方向)、左右方向(幅方向)で異なる値だけ拡縮したり、高さを調整することが可能で、かつ施工の省力化のため、コンクリート打設時にモルタルの漏れを容易に防止できる構造の鋼矢板を用いた鋼・コンクリート合成床版および合成床版橋ならびにこれらの施工方法を提供することを目的とする。   In the construction of a floor slab or floor slab bridge, the installation interval is set in the longitudinal direction (vertical direction in the longitudinal gradient direction) and in the left-right direction (width direction) in order to absorb manufacturing errors, planar alignment, and longitudinal gradient. ), Steel / concrete composites using steel sheet piles with a structure that can easily prevent leakage of mortar when placing concrete, so that different values can be scaled and height can be adjusted. An object is to provide floor slabs and composite floor slab bridges and their construction methods.

第1発明の鋼矢板を用いた鋼・コンクリート合成床版においては、幅方向の側縁に継ぎ手を有する鋼矢板を複数本並列して配置し、並列して隣り合う鋼矢板間により形成される、少なくとも凹部内にコンクリートを打設して固化することで、並列して配置された鋼矢板を一体化する鋼・コンクリート合成床版において、横方向に隣り合う鋼矢板の継ぎ手に渡って、コンクリートの漏れを防止する漏れ防止用接続部材が設けられ、前記漏れ防止用接続部材を埋め込むようにコンクリートが打設されていることを特徴とする。
第2発明では、第1発明の鋼矢板を用いた鋼・コンクリート合成床版において、鋼矢板がハット形鋼矢板、U形鋼矢板、あるいはZ形鋼矢板であることを特徴とする。
第3発明は、第1または第2発明の鋼矢板を用いた鋼・コンクリート合成床版において、漏れ防止用接続部材を、変形自在な帯状の弾性材料で構成したことを特徴とする。
第4発明では、第1または第2発明の鋼矢板を用いた鋼・コンクリート合成床版において、漏れ防止用接続部材を、変形可能な帯状の薄板で構成したことを特徴とする。
第5発明では、第1または第2発明の鋼矢板を用いた鋼・コンクリート合成床版において、一方の鋼矢板における継ぎ手の係止用溝に止水材がはめ込み配置され、他方の鋼矢板における継ぎ手部分に鋼板からなる漏れ防止用接続部材の巾方向先端部を下方に向けて基端側を取り付け、漏れ防止用接続部材が一方の鋼矢板における継ぎ手に載置されて、鋼板からなる漏れ防止用接続部材の弾性変形により止水材を押し潰すようにされて、コンクリート打設時のセメントの漏れを防止するようにされていることを特徴とする。
第6発明では、第1発明〜第5発明の鋼矢板を用いた鋼・コンクリート合成床版において、幅が長手方向で連続的に変化する漏れ防止用接続部材が用いられて、平面視で角度間隔をおいて配置される曲線部における並列して隣り合う鋼矢板が接続されていることを特徴とする。
第7発明の床版橋は、第1〜第6発明の鋼矢板を用いた鋼・コンクリート合成床版を橋体として備えていることを特徴とする。
第8発明の鋼・コンクリート合成床版の施工方法においては、幅方向の側縁に継ぎ手を有する鋼矢板を複数本並列して配置し、横方向に隣り合う鋼矢板の継ぎ手に渡ってコンクリート漏れを防止する漏れ防止用接続部材を設け、横方向に隣り合う鋼矢板間に配筋した後、前記配筋された鉄筋および漏れ防止用接続部材を埋め込むようにコンクリートを打設して固化させ、鋼矢板相互を一体化することを特徴とする。
第9発明の鋼・コンクリート合成床版橋の施工方法においては、幅方向の側縁に継ぎ手を有する鋼矢板を複数本並列して橋脚または橋台に配置し、横方向に隣り合う鋼矢板の継ぎ手に渡ってコンクリート漏れを防止する漏れ防止用接続部材を設け、横方向に隣り合う鋼矢板間に配筋した後、前記配筋された鉄筋および漏れ防止用接続部材を埋め込むようにコンクリートを打設して固化させ、鋼矢板相互を一体化して橋体を構築することを特徴とする。
In the steel / concrete composite floor slab using the steel sheet pile of the first invention, a plurality of steel sheet piles having joints on the side edges in the width direction are arranged in parallel and formed between adjacent steel sheet piles in parallel. In a steel / concrete composite floor slab that integrates steel sheet piles arranged in parallel by placing concrete in at least the recesses and solidifying it, the steel sheet pile joints adjacent to each other in the transverse direction A leakage preventing connection member is provided to prevent leakage, and concrete is placed so as to embed the leakage preventing connection member.
According to a second aspect, in the steel / concrete composite deck using the steel sheet pile of the first aspect, the steel sheet pile is a hat-shaped steel sheet pile, a U-shaped steel sheet pile, or a Z-shaped steel sheet pile.
According to a third invention, in the steel / concrete composite floor slab using the steel sheet pile of the first or second invention, the leakage preventing connecting member is made of a deformable belt-like elastic material.
According to a fourth aspect of the present invention, in the steel / concrete composite floor slab using the steel sheet pile of the first or second aspect, the leakage preventing connecting member is formed of a deformable strip-shaped thin plate.
In the fifth invention, in the steel / concrete composite floor slab using the steel sheet pile of the first or second invention, a water stop material is fitted and arranged in the groove for locking the joint in one steel sheet pile, and in the other steel sheet pile At the joint part, attach the base end side with the width direction tip of the connection member for leakage prevention made of steel plate facing downward, and the leakage prevention connection member is placed on the joint of one steel sheet pile to prevent leakage made of steel plate The water-stopping material is crushed by the elastic deformation of the connecting member for preventing the leakage of cement at the time of placing the concrete.
In the sixth invention, in the steel / concrete composite floor slab using the steel sheet piles of the first invention to the fifth invention, the leakage preventing connecting member whose width continuously changes in the longitudinal direction is used, and the angle in plan view. It is characterized in that steel sheet piles adjacent in parallel in the curved portions arranged at intervals are connected.
The floor slab bridge of the seventh invention is characterized by comprising a steel / concrete composite floor slab using the steel sheet piles of the first to sixth inventions as a bridge body.
In the construction method of the steel / concrete composite slab of the eighth invention, a plurality of steel sheet piles having joints on the side edges in the width direction are arranged in parallel, and the concrete leaks over the joints of the steel sheet piles adjacent in the lateral direction. After providing a leakage prevention connecting member to prevent leakage, and arranging the bars between the steel sheet piles adjacent in the lateral direction, concrete is placed and solidified so as to embed the reinforcing bars and leakage preventing connection members, It is characterized by integrating steel sheet piles.
In the construction method of the steel / concrete composite deck slab of the ninth invention, a plurality of steel sheet piles having joints on the side edges in the width direction are arranged in parallel on the pier or abutment, and the joints of the steel sheet piles adjacent in the lateral direction are arranged. After connecting the steel sheet piles adjacent to each other in the lateral direction, the concrete is placed so that the reinforcing bars and leakage prevention connection members are embedded. It is characterized by solidifying and building a bridge body by integrating steel sheet piles.

本発明によると、鋼矢板を間隔をおいて配置することで、床版あるいは床版橋を構築することができる。すなわち、本願発明では、Z形鋼矢板等ではこれら相互を予め工場で鋼矢板の継ぎ手同士を嵌合させてハット形とすることはあるが、床版または床版橋の施工現場において鋼矢板の継ぎ手同士を嵌合する作業を不要とすることができる。
継ぎ手を嵌合させない場合、継ぎ手の間に隙間が生じ、コンクリート打設時にモルタルの漏れが生じる。このモルタルの漏れを防止するため、継ぎ手の間の隙間を埋めるように部材を配置する必要があり、この部材に、現場での施工性、ならびに寸法調整機能が求められるが、本発明では、変形させることが容易な薄板あるいは弾性材料製の漏れ防止用接続部材を利用することにより、現場で調整が可能で、かつ施工性に優れる構造とすることができる。
横方向に間隔をおいて配置される鋼矢板相互間では、その継ぎ手相互を嵌合させる必要がないため、従来のように継ぎ手の爪の切断などの加工が不要になることや、隙間を埋める漏れ防止用接続部材により矢板の初期変形に起因する誤差の吸収も図れるため、鋼・コンクリート合成床版の製作費用の低減が図れる。
また、本発明の鋼・コンクリート合成床版あるいは床版橋では、間隔をおいて配置された各種の鋼矢板と漏れ防止用接続部材と補強鉄筋および補強鉄筋を埋め込むコンクリートにより容易に床版あるいは床版橋を構成することができ、構造が簡単であると共に施工が容易であり、急速施工に適している。
また、本発明によると、床版または床版橋の建設に際し、製作誤差の吸収、平面線形、縦断勾配への対処のため、設置間隔を長手方向、左右方向で異なる値だけ拡縮したり、高さを調整することが可能で、製作・施工の省力化を図ることができる。
また、市販のハット形鋼矢板、U形鋼矢板、あるいはZ形鋼矢板等の鋼矢板を使用することができるので、より安価な鋼・コンクリート合成床版あるいは床版橋とすることができる。
また、漏れ防止用接続部材として、帯状の弾性材料製部材あるいは帯状薄鋼板などの薄板を使用することができるので、安価な漏れ防止用接続部材を使用して鋼矢板間の凹部に充填するコンクリートの捨て型枠として利用することができきると共に、コンクリート中のモルタルの漏れを防止する止水材として機能させることができる。
また、鋼矢板における係止用溝に嵌合配置される止水材と漏れ防止用接続部材との組合せによっても、間隔をおいて配置される鋼矢板の間に充填されるコンクリートを支承する捨て型枠および漏れ防止部材として機能させることができる。
また、漏れ防止用接続部材の幅寸法を変えるだけで、鋼矢板の幅寸法を変化させることなく、平面的に等角度間隔等、角度間隔をおいて配置される曲線状の鋼・コンクリート床版あるいは曲線状の床版橋等を構築する場合にも、幅寸法の変化している漏れ防止用接続部材を使用することにより容易に対応することができ、曲線部も安価に施工することができる。
According to the present invention, a floor slab or a floor slab bridge can be constructed by arranging steel sheet piles at intervals. In other words, in the present invention, in Z-shaped steel sheet piles and the like, the steel sheet pile joints are sometimes fitted in advance at the factory to form a hat shape. The operation | work which fits a joint can be made unnecessary.
If the joints are not fitted, gaps are created between the joints, and mortar leaks during concrete placement. In order to prevent leakage of this mortar, it is necessary to arrange a member so as to fill the gap between the joints. This member is required to have on-site workability and a dimensional adjustment function. By using a leakage prevention connecting member made of a thin plate or an elastic material that can be easily made, a structure that can be adjusted on site and has excellent workability can be obtained.
Between steel sheet piles arranged at intervals in the horizontal direction, it is not necessary to fit the joints together, which eliminates the need for conventional processing such as cutting the claws of the joints and fills the gaps. Since the leakage preventing connection member can absorb errors caused by the initial deformation of the sheet pile, the manufacturing cost of the steel / concrete composite deck can be reduced.
Further, in the steel / concrete composite floor slab or bridge slab of the present invention, the floor slab or floor can be easily formed with various steel sheet piles arranged at intervals, a leakage preventing connecting member, reinforcing reinforcing bars, and concrete in which reinforcing reinforcing bars are embedded. A plate bridge can be constructed, the structure is simple and construction is easy, and it is suitable for rapid construction.
In addition, according to the present invention, in the construction of a floor slab or floor slab bridge, the installation interval is expanded or reduced by different values in the longitudinal direction and the lateral direction in order to absorb manufacturing errors, cope with the horizontal alignment, and the longitudinal gradient. It is possible to adjust the length and to save labor in production and construction.
Moreover, since steel sheet piles, such as a commercially available hat-shaped steel sheet pile, U-shaped steel sheet pile, or Z-shaped steel sheet pile, can be used, a cheaper steel / concrete composite floor slab or floor slab bridge can be obtained.
Moreover, since a thin plate such as a strip-shaped elastic material member or a strip-shaped thin steel plate can be used as the leakage preventing connection member, the concrete that fills the recesses between the steel sheet piles using an inexpensive leakage prevention connection member It can be used as a formwork for the mortar and can function as a water-stopping material for preventing leakage of mortar in concrete.
In addition, the combination of the water stop material fitted and arranged in the locking groove in the steel sheet pile and the leakage preventing connecting member also supports the concrete filled between the steel sheet piles arranged at intervals. It can function as a formwork and a leakage prevention member.
Also, by changing the width dimension of the leakage prevention connecting member, the curved steel / concrete slabs are arranged at an angular interval such as equiangular intervals in a plane without changing the width dimension of the steel sheet pile. Alternatively, when a curved floor slab bridge or the like is constructed, it can be easily dealt with by using a leakage prevention connecting member whose width dimension has changed, and the curved portion can also be constructed at low cost. .

次に、本発明を図示の実施形態に基づいて詳細に説明する。   Next, the present invention will be described in detail based on the illustrated embodiment.

まず、図22および図23を参照して本発明において使用する一実施形態の鋼製梁としてハット形鋼矢板1aを用いたジベル付きのハット形鋼矢板1の形態について説明する。この形態で使用されるハット形鋼矢板1aは、フランジ2の両端部に外側に向かって広がるように傾斜したウェブ3が一体に連設され、各ウェブ3に前記フランジ2と平行にアーム部4が一体に連設され、各アーム部4の端部に、継ぎ手5(5a,5b)が形成されている。   First, with reference to FIG. 22 and FIG. 23, the form of the hat-shaped steel sheet pile 1 with a gibber using the hat-shaped steel sheet pile 1a as a steel beam of one embodiment used in the present invention will be described. In the hat-shaped steel sheet pile 1a used in this form, webs 3 which are inclined so as to spread outward are integrally connected to both end portions of the flange 2, and the arm portions 4 are parallel to the flanges 2 on the respective webs 3. Are integrally provided, and joints 5 (5a, 5b) are formed at the end portions of the respective arm portions 4.

本発明においては、横方向に隣り合う鋼矢板の継ぎ手相互を嵌合することはなく、横方向に隣り合う鋼矢板の継ぎ手相互間には、図6(または図7から図12)に示すような帯状の漏れ防止用接続部材13が介在される。
そのため、一方のアーム部4の一側縁部に、漏れ防止用接続部材13の係止用膨出部14を嵌合係止可能な下向き開口の蟻溝状の係止用溝6を有する雌の継ぎ手5aを備え、他側縁部には、漏れ防止用接続部材13の係合用膨出部を嵌合係止可能な上向き開口の連結係止用蟻溝状の係止溝6を有する雌の継ぎ手5bを備えたハット形鋼矢板1aとされている。
In the present invention, the joints of the steel sheet piles adjacent in the lateral direction are not fitted to each other, and the joints of the steel sheet piles adjacent in the lateral direction are shown in FIG. 6 (or FIGS. 7 to 12). A strip-shaped connection member 13 for preventing leakage is interposed.
Therefore, a female having a dovetail-shaped locking groove 6 having a downward opening capable of fitting and locking the locking bulging portion 14 of the leakage preventing connection member 13 at one side edge of one arm portion 4. And the other side edge portion has a dovetail-shaped locking groove 6 for connecting and locking the upward opening that can engage and lock the bulging portion for engagement of the connection member 13 for preventing leakage. It is set as the hat-shaped steel sheet pile 1a provided with this joint 5b.

一方のアーム部4の端部に、上向きに開口する溝および係止爪部7を有する上向き開口溝形継ぎ手5bが設けられ、また他方のアーム部4の端部に、下向きに開口する溝6bおよび係止爪部7を有する下向き開口溝形継ぎ手5aが設けられ、上向き開口溝形継ぎ手5bと、下向き開口溝形継ぎ手5aと、各アーム部4とは、ハット形鋼矢板1aの縦中心軸線Pに対して点対称となる形状とされていると共に、各アーム部4の横中心軸線は、同じ横中心軸線Cとなるように設けられている。したがって、各アーム部4の下面レベルは、同一面上となるようにされている。   An upward opening groove-shaped joint 5b having an upwardly opening groove and a locking claw part 7 is provided at the end of one arm part 4, and a downwardly opening groove 6b is provided at the end of the other arm part 4. And a downward-opening groove-type joint 5a having a locking claw portion 7, and an upward-opening-opening groove-type joint 5b, a downward-opening groove-type joint 5a, and each arm part 4 are longitudinal central axes of the hat-shaped steel sheet pile 1a. A shape that is point-symmetric with respect to P is provided, and the horizontal center axis of each arm portion 4 is provided so as to have the same horizontal center axis C. Therefore, the lower surface level of each arm part 4 is made to be on the same surface.

本発明においては、前記の熱間圧延により製造されたハット形鋼矢板1a以外にも、冷間成形した断面ハット形鋼矢板を使用するようにしてもよく、また、帯状鋼板を折り曲げ加工して、フランジ2、ウェブ3、アーム部4、下向き開口溝形継ぎ手5および上向き開口溝形継ぎ手5を備えた断面ハット形鋼矢板1aか、あるいは継ぎ手を両側面とも下向き開口溝型継ぎ手5か上向き開口溝型継手5とした断面ハット形鋼矢板1aを構成してもよい。   In the present invention, in addition to the hat-shaped steel sheet pile 1a produced by hot rolling, a cold-formed cross-section hat-shaped steel sheet pile may be used. , Flange 2, web 3, arm portion 4, cross-sectional hat-shaped steel sheet pile 1 a provided with downward-opening groove-type joint 5 and upward-opening groove-type joint 5 You may comprise the cross-sectional hat-shaped steel sheet pile 1a made into the groove type coupling 5. FIG.

前記のような断面ハット形鋼矢板1aの傾斜したウェブ3の上面側およびフランジ4の上面には、その長手方向に間隔をおいて多数のスタッドジベル9が設けられており、前記のスタッドジベル9の上端レベルは、フランジ2から突出しないように設けられている。前記のスタッドジベル9および籠状補強鉄筋15を介して、横方向に隣り合う断面ハット形鋼矢板1aのウェブ3間の凹部11内に充填されるコンクリート12aにより、強固な一体化が可能にされている(図3〜図5参照)。   On the upper surface side of the inclined web 3 and the upper surface of the flange 4 of the cross-sectional hat-shaped steel sheet pile 1a as described above, a number of stud dowels 9 are provided at intervals in the longitudinal direction. Is provided so as not to protrude from the flange 2. The concrete 12a filled in the recesses 11 between the webs 3 of the cross-sectional hat-shaped steel sheet piles 1a that are adjacent to each other in the lateral direction through the stud gibber 9 and the hook-shaped reinforcing bars 15 enables a strong integration. (See FIGS. 3 to 5).

図6には、漏れ防止用接続部材13の第1例が示され、図6(c)〜図7には使用形態および変形形態が示されている。図6に示す漏れ防止用接続部材13の形態は、横方向に間隔をおいて配置される隣り合う鋼矢板1の各継ぎ手5の係止用溝6に渡って配置されると共に、幅方向の両端部が各係止用溝6に係止され、漏れ防止用接続部材13の幅方向の両端部に、部材長手方向に連続した係止用膨出部14が設けられて、漏れ防止用接続部材13の幅方向中間部は、帯板状とされている。
このような漏れ防止用接続部材13は、変形自在なゴム等の弾性材料あるいは合成樹脂などの弾性材料あるいは部分的に硬質部を備えた弾性材料により構成してもよい。
FIG. 6 shows a first example of the leakage preventing connecting member 13, and FIGS. 6C to 7 show a usage form and a modified form. The form of the leakage preventing connecting member 13 shown in FIG. 6 is arranged across the locking grooves 6 of the joints 5 of the adjacent steel sheet piles 1 arranged at intervals in the lateral direction, and in the width direction. Both end portions are locked in the respective locking grooves 6, and locking bulging portions 14 that are continuous in the longitudinal direction of the member are provided at both end portions in the width direction of the leakage preventing connection member 13, so that the leakage preventing connection is provided. The intermediate portion in the width direction of the member 13 has a band plate shape.
Such a leakage preventing connecting member 13 may be made of an elastic material such as a deformable rubber, an elastic material such as a synthetic resin, or an elastic material partially provided with a hard portion.

前記のような弾性材料の漏れ防止用接続部材13を使用する形態の鋼・コンクリート合成床版では、施工手順として、図1,2,図6(c)に示すように、鋼矢板の片側の継ぎ手5には、漏れ防止用接続部材13の一端側の係止用膨出部14を工場にてあらかじめセットして搬送設置し、横方向に隣接する鋼矢板1のもう一方の継ぎ手5に前記の漏れ防止用接続部材13の他端側の係止用膨出部14を取り付けるようにすると効率的でよい。
図1(b)、図2、図6(c)(d)に示すように、鋼矢板1を桁または橋脚あるいは橋台等の支持部10に間隔をおいて設置した後、横方向に間隔をおいて隣接する鋼矢板1の継ぎ手5に、漏れ防止用接続部材13の幅方向他端側の係止用膨出部14を押し込む。漏れ防止用接続部材13が弾性材料であり、ゴムなどのように変形し易い材料を用いるので、押し込み作業は容易である。また、漏れ防止用接続部材13はゴムなどの単一材料で全体を製作しても良いが、漏れ防止用接続部材13の幅方向中間部のシート状部分はコンクリート打設時のモルタル漏れを防ぐことができればよいので、シート状部分に防水布やビニールなどを用い、両端部のみ、変形し易いゴムなどの弾性材料を取りつけたものとしてもよい。もっとも、係止用膨出部14と鋼矢板1の継ぎ手5との係止作用により、コンクリート12の重量を支承するようにするために、係止用膨出部14が鋼矢板1の継ぎ手5との係止用溝6から離脱しないようにすることが望ましい。
例えば、図7(c)に示すように、漏れ防止用接続部材13における帯板状部の幅方向中間部を硬質板22とし、両端側を軟質材料とした漏れ防止用接続部材13としてもよい。この場合、図7(c)に示すように、一方の継ぎ手5の上面で折り返すように屈曲させた後、軟質部分21で硬質板22を折り返して、その硬質板22を、横方向に隣り合う鋼矢板1の継ぎ手5、5に渡って載置するように配置すると共に他側部の係止用膨出部14を他方の鋼矢板1の係止用溝6に嵌合係止し、鋼矢板1間の凹部11に打設されるコンクリート12の重量を硬化するまで一時的に、漏れ防止用接続部材13における硬質板22により支承するようにしてもよい。
また別の実施形態として、例えば図7(d)に示すように、漏れ防止用接続部材13を一方の継ぎ手5の上面で折り返すように屈曲させた後、コンクリートの打設圧に耐え得る剛性を持つ硬質板35を、横方向に隣り合う鋼矢板1の継ぎ手5、5に渡って載置するように配置し、鋼矢板1間の凹部11に打設されるコンクリート12の重量を硬化するまで一時的に硬質板35により支承するようにしてもよい。
前記の漏れ防止用接続部材13は、コンクリート12が硬化するまでの間、主にコンクリート12の漏れを防止する接続部材として作用させるものであるが、コンクリート12の硬化した後においても止水作用を有する。また、前記のコンクリート12との付着を確実にするために、漏れ防止用接続部材13の表面を粗面としてもよい。
In the steel / concrete composite floor slab in the form of using the elastic material leakage preventing connecting member 13 as described above, as shown in FIGS. 1, 2 and 6 (c), as one construction procedure, In the joint 5, a locking bulging portion 14 on one end side of the leakage preventing connection member 13 is set and transported and installed in advance in the factory, and the other joint 5 of the steel sheet pile 1 adjacent in the lateral direction is connected to the joint 5. It is efficient to attach the locking bulging portion 14 on the other end side of the leakage preventing connecting member 13.
As shown in FIG. 1 (b), FIG. 2, FIG. 6 (c) (d), after the steel sheet pile 1 is installed on the support 10 such as a girder, a bridge pier or an abutment with a gap, the gap in the lateral direction is set. Then, the locking bulging portion 14 on the other end side in the width direction of the leakage preventing connection member 13 is pushed into the joint 5 of the adjacent steel sheet piles 1. Since the leakage preventing connecting member 13 is made of an elastic material and is easily deformed, such as rubber, the pushing operation is easy. Further, the leakage preventing connecting member 13 may be made entirely of a single material such as rubber, but the sheet-like portion at the intermediate portion in the width direction of the leakage preventing connecting member 13 prevents mortar leakage when placing concrete. Therefore, it is possible to use a waterproof cloth or vinyl for the sheet-like portion and attach elastic materials such as easily deformable rubber to both ends. However, in order to support the weight of the concrete 12 by the locking action between the locking bulging portion 14 and the joint 5 of the steel sheet pile 1, the locking bulging portion 14 is connected to the joint 5 of the steel sheet pile 1. It is desirable not to leave from the locking groove 6.
For example, as shown in FIG. 7C, the leakage preventing connecting member 13 may be configured such that the intermediate portion in the width direction of the band plate-like portion in the leakage preventing connecting member 13 is a hard plate 22 and both ends are soft materials. . In this case, as shown in FIG. 7C, after bending so as to be folded back on the upper surface of one joint 5, the hard plate 22 is folded back by the soft portion 21, and the hard plate 22 is adjacent to the lateral direction. The steel sheet pile 1 is placed so as to be placed over the joints 5, 5 and the other bulging portion 14 is engaged and locked in the locking groove 6 of the other steel sheet pile 1. You may make it support by the rigid board 22 in the connection member 13 for leakage prevention temporarily until the weight of the concrete 12 laid in the recessed part 11 between the sheet piles 1 is hardened.
As another embodiment, for example, as shown in FIG. 7 (d), after the leakage preventing connecting member 13 is bent so as to be folded back on the upper surface of one joint 5, the rigidity capable of withstanding the concrete placing pressure is obtained. Until it hardens the weight of the concrete 12 cast | placed in the recessed part 11 between the steel sheet piles 1, arrange | positioning so that the hard board 35 to have may be mounted over the joints 5 and 5 of the steel sheet pile 1 adjacent to the horizontal direction. You may make it support by the hard board 35 temporarily.
The leakage preventing connecting member 13 mainly acts as a connecting member for preventing the leakage of the concrete 12 until the concrete 12 is hardened. Have. Further, in order to ensure adhesion with the concrete 12, the surface of the leakage preventing connecting member 13 may be rough.

図8および図9には、漏れ防止用接続部材13の変形形態が示されている。この形態の漏れ防止用接続部材13では、容易に変形させることのできる鋼板あるいは合成樹脂板等の薄板材料で構成した形態が示されている。
この形態の漏れ防止用接続部材13では、薄鋼板あるいは合成樹脂薄板等により製作され、図8に示すように、その幅方向の両端部を断面Z形に折り曲げて、係止用爪部23を有する断面V字状の弾性係止部24を備えていると共に、前記弾性係止部24と漏れ防止用接続部材13の本体13aとは、急傾斜屈折接続部25と緩傾斜屈折接続部26を介して接続され、前記本体13aの幅方向中央部に幅方向の波形凹凸を長手方向に連続して設けて幅方向の伸縮部27を設けた帯状の部材とされ、前記の急傾斜屈折接続部25とその両側の断面V字状の弾性係止部24と緩傾斜屈折接続部26とにより、鋼矢板1の爪部7の収容溝が形成されている。
漏れ防止用接続部材13の本体13aに対して、緩傾斜状態で接続する緩傾斜屈折接続部26と急傾斜屈折接続部25と、断面V字状の弾性係止部24は、本体13aの幅方向両端部に点対称配置となるように屈折接続されている。したがって、この形態の漏れ防止用接続部材13では、その幅方向の両端部を断面Z字状とされ、このようにすることで、幅方向の端部を押し潰すことが容易となり、鋼矢板1の係止用溝6に対して引き込み係止が容易となる。また、幅方向の中央部に波形凹凸等の幅方向の伸縮部27を設けることで、板の曲げ変形や幅方向の伸縮が容易になるので、漏れ防止用接続部材13の角度や幅の調整が容易にできる。
図9に示す形態では、鋼矢板1における片側の係止用溝6に、工場であらかじめ薄板製の漏れ防止用接続部材13をセットしておき、現場にてもう一方の鋼矢板1の係止用溝6にはめ込む手順を示したものである。
このような薄板形態の漏れ防止用接続部材13では、図9(b)に示すように、最初に、漏れ防止用接続部材13の下側に、はめ込み対象の鋼矢板1の係止用溝6を形成する爪部7を挿入し、次いで、図9(c)に示すように、漏れ防止用接続部材13の端部の断面V字状の弾性係止部24を爪部7に引っ掛け、鋼矢板1を矢印で示すようにスライド移動させることで、漏れ防止用接続部材13と鋼矢板1とのはめ込みが容易できる形態である。
8 and 9 show a modified form of the leakage preventing connecting member 13. In the leakage preventing connecting member 13 of this form, a form constituted by a thin plate material such as a steel plate or a synthetic resin plate that can be easily deformed is shown.
In this form of the leakage preventing connecting member 13, it is made of a thin steel plate or a synthetic resin thin plate or the like, and as shown in FIG. The elastic locking portion 24 having a V-shaped cross section and the main body 13a of the leakage preventing connecting member 13 include a steeply inclined refraction connecting portion 25 and a gently inclined refraction connecting portion 26. A band-shaped member having a widthwise corrugation in the longitudinal direction at the central portion of the main body 13a and provided with a widthwise expansion / contraction portion 27, and the steeply refracting connection portion. 25, the elastic locking part 24 having a V-shaped cross section on both sides thereof, and the gently inclined refractive connection part 26 form a receiving groove for the claw part 7 of the steel sheet pile 1.
The slowly inclined refractive connecting portion 26, the steeply inclined refractive connecting portion 25, and the elastic locking portion 24 having a V-shaped cross section are connected to the main body 13a of the leakage preventing connecting member 13 in the width of the main body 13a. Refraction connection is made at both ends in the direction so as to be point-symmetric. Therefore, in the leakage preventing connecting member 13 of this embodiment, both end portions in the width direction have a Z-shaped cross section, and in this way, the end portions in the width direction can be easily crushed, and the steel sheet pile 1 It becomes easy to pull in and lock the locking groove 6. Further, by providing a width direction expansion / contraction portion 27 such as a corrugated unevenness at the center portion in the width direction, bending deformation of the plate and expansion / contraction in the width direction are facilitated, so adjustment of the angle and width of the leakage preventing connecting member 13 is achieved. Can be easily done.
In the form shown in FIG. 9, a leakage prevention connecting member 13 made of a thin plate is set in advance in the locking groove 6 on one side of the steel sheet pile 1 and the other steel sheet pile 1 is locked at the site. The procedure for fitting into the groove 6 is shown.
In the leakage preventing connecting member 13 having such a thin plate shape, as shown in FIG. 9B, first, the locking groove 6 of the steel sheet pile 1 to be fitted is provided below the leakage preventing connecting member 13. 9 is inserted, and then, as shown in FIG. 9 (c), an elastic locking part 24 having a V-shaped cross section at the end of the leakage preventing connecting member 13 is hooked on the claw part 7, By sliding the sheet pile 1 as indicated by an arrow, the leakage preventing connecting member 13 and the steel sheet pile 1 can be easily fitted.

また、前記の漏れ防止用接続部材13の変形形態として、図10(b)(c)に示すように、緩傾斜屈折接続部26を省略して、平坦な本体13aから直接、急傾斜屈折接続部25を接続するようにしてもよい。これらの形態の漏れ防止用接続部材13では、その本体13aが、鋼矢板1の爪部外面に圧着されるようにタッチすると、コンクリート12の漏れを確実に防止することができるので、望ましい。   Further, as a modification of the leakage preventing connecting member 13, as shown in FIGS. 10B and 10C, the steeply inclined refraction connection is directly made from the flat main body 13a by omitting the gently inclined refraction connecting portion 26. The unit 25 may be connected. In the leakage preventing connecting member 13 of these forms, it is desirable that the main body 13a is touched so as to be crimped to the outer surface of the claw portion of the steel sheet pile 1, because the leakage of the concrete 12 can be surely prevented.

前記の漏れ防止用接続部材13の変形形態として図10(d)に示すように、漏れ防止用接続部材13の両端部に、断面V字状の弾性係止部24を有し、中間部を平板状の本体13aとする形態の漏れ防止用接続部材13としてもよい。このような形態では、漏れ防止用接続部材13の中間部を、適宜弾性的に屈曲するようにして鋼矢板1における係止用溝6に嵌合係止するように配置すればよい。   As a modified form of the leakage preventing connecting member 13, as shown in FIG. 10 (d), both ends of the leakage preventing connecting member 13 have elastic locking portions 24 having a V-shaped cross section, and an intermediate portion is provided. It is good also as the connection member 13 for leakage prevention of the form used as the flat main body 13a. In such a form, the intermediate portion of the leakage preventing connecting member 13 may be disposed so as to be fitted and locked in the locking groove 6 in the steel sheet pile 1 so as to be elastically bent as appropriate.

また、図10(e)(f)に示すように、鋼矢板1の係止用溝6を形成する爪内面と継ぎ手5本体天井部内面とのなす角度θ2は、漏れ防止用接続部材13における断面V字状の弾性係止部24の溝側の内側角度θ1よりも小さい角度とされ、断面V字状の弾性係止部24が係止用溝6内側に押し込み配置された場合に、係止用溝6内面に圧着するようにされている。また、断面V字状の弾性係止部24の開口幅寸法X1は、係止用溝6の入り口幅寸法X2よりも大きくされている。このようにすると、漏れ防止用接続部材13を鋼矢板1における係止用溝6に圧入挿入時において多少の圧入力を必要とするが、挿入後においては、容易に離脱しないようにされている。   Also, as shown in FIGS. 10E and 10F, the angle θ2 formed by the inner surface of the claw forming the locking groove 6 of the steel sheet pile 1 and the inner surface of the joint 5 main body ceiling portion is as follows. In the case where the angle is smaller than the inner angle θ <b> 1 on the groove side of the elastic locking portion 24 having a V-shaped cross section, and the elastic locking portion 24 having a V-shaped cross section is pushed into the locking groove 6, The inner surface of the stopper groove 6 is crimped. Further, the opening width dimension X1 of the elastic locking portion 24 having a V-shaped cross section is made larger than the entrance width dimension X2 of the locking groove 6. If it does in this way, although some pressure input is required at the time of press-fitting insertion of the leakage prevention connecting member 13 into the locking groove 6 in the steel sheet pile 1, it is made not to be easily detached after insertion. .

図11および図12には、漏れ防止用接続部材13の他の形態が示されている。この形態では、一方の係止用溝6に弾性材料製等の棒状の止水材28を、鋼矢板1の爪部7よりも突出する大きさのものを使用してこれを係止用溝6に嵌め込み配置し、後続して並列配置される他方の鋼矢板1における継ぎ手5上面に帯状弾性板29の基端部下面を溶接または接着剤により固定してなる漏れ防止用接続部材13の先端部を下方に向けて取り付け、支持部10に載置した際に、漏れ防止用接続部材13の弾性変形により止水材28を押し潰すようにして、コンクリート12の漏れを防止するようにした形態である。また、図12(a)(b)に示す形態では、帯状の漏れ防止用接続部材13の基端を鋼矢板1における爪基端部外面に固着した形態である。いずれの形態も、漏れ防止用接続部材13の帯板の変形のしやすさを利用することで、鋼矢板1の製作誤差(初期曲がり、反り)などに起因する設置誤差を吸収することができる。   11 and 12 show other forms of the leakage preventing connecting member 13. In this embodiment, a rod-shaped water-stopping material 28 made of an elastic material or the like is used for one locking groove 6 and has a size that protrudes from the claw portion 7 of the steel sheet pile 1. 6 and the tip of the leakage preventing connecting member 13 formed by fixing the lower surface of the base end portion of the belt-like elastic plate 29 to the upper surface of the joint 5 of the other steel sheet pile 1 which is subsequently arranged in parallel by welding or an adhesive. The water stop material 28 is crushed by the elastic deformation of the leakage preventing connection member 13 to prevent leakage of the concrete 12 when the portion is attached downward and placed on the support portion 10. It is. 12 (a) and 12 (b), the base end of the strip-shaped leakage preventing connecting member 13 is fixed to the outer surface of the claw base end portion of the steel sheet pile 1. In any form, by utilizing the ease of deformation of the strip plate of the leakage preventing connecting member 13, it is possible to absorb an installation error caused by a manufacturing error (initial bending or warping) of the steel sheet pile 1. .

前記の各形態の漏れ防止用接続部材13は、その幅方向の調整が容易であるので、並列して配置される鋼矢板1の間隔が多少ずれても、容易に吸収することができ、鋼・コンクリート合成床版19あるいは床版橋を構築する場合に施工が容易である。   Since the leakage preventing connecting member 13 of each of the above forms can be easily adjusted in the width direction, it can be easily absorbed even if the interval between the steel sheet piles 1 arranged in parallel is slightly shifted.・ Construction is easy when building concrete composite slab 19 or slab bridge.

また、図13に示すように、平面視で、曲線部の鋼・コンクリート合成床版19あるいは床版橋30を構築する場合には、一定幅の鋼矢板1を等角度間隔等の角度間隔を付けて平面的に配置し、これらの鋼矢板1間に、長手方向に渡って幅寸法の異なる前記各実施形態における漏れ防止用接続部材13を設置するようにすればよい。
図13〜図15は、前記のような曲線部の床版あるいは床版橋を構築する場合に、幅が長尺方向に連続的に変化する漏れ防止用接続部材13を配置することで、曲線部を構成した場合を示す図である。鋼矢板1の間隔の変化が大きい場合、漏れ防止用接続部材13は、鋼矢板1の長手方向に幅が変化するように形状を調整する必要がある。鋼矢板1間の間隔の変化が僅かな場合には、弾性材料製の漏れ防止用接続部材13のたわみ、薄板製の漏れ防止用接続部材13の幅方向伸縮部27の変形などによって吸収することも可能である。なお、籠状補強鉄筋15(図24参照)についても、鋼矢板1の長手方向に間隔が変化するように、形状は適宜調整される。鋼矢板1間の間隔の変化が僅かな場合には、鉄筋等の間隔を変えずに配置しても良い。
Moreover, as shown in FIG. 13, when constructing the steel / concrete composite floor slab 19 or the floor slab bridge 30 of the curved portion in plan view, the steel sheet piles 1 having a constant width are provided with an angular interval such as an equiangular interval. In addition, the leakage preventing connection member 13 in each of the above embodiments having different width dimensions in the longitudinal direction may be installed between the steel sheet piles 1.
FIG. 13 to FIG. 15 show that when a floor slab or a floor slab bridge with a curved portion as described above is constructed, the leakage preventing connecting member 13 whose width continuously changes in the longitudinal direction is arranged. It is a figure which shows the case where a part is comprised. When the change in the interval between the steel sheet piles 1 is large, it is necessary to adjust the shape of the connection member 13 for preventing leakage so that the width changes in the longitudinal direction of the steel sheet pile 1. When the change in the distance between the steel sheet piles 1 is slight, it is absorbed by the deflection of the leakage preventing connection member 13 made of an elastic material, the deformation of the width direction expansion / contraction part 27 of the leakage preventing connection member 13 made of a thin plate, or the like. Is also possible. Note that the shape of the hook-shaped reinforcing bars 15 (see FIG. 24) is appropriately adjusted so that the interval changes in the longitudinal direction of the steel sheet pile 1. When the change of the space | interval between the steel sheet piles 1 is slight, you may arrange | position without changing the space | intervals, such as a reinforcing bar.

図24には、横方向に間隔をおいて配置される鋼矢板1のウェブ3間の凹部11内に配置される籠状補強鉄筋15が示されている。断面ハット形鋼矢板1a等からなる鋼矢板1を並列して支持桁10(または橋脚あるいは橋台)等の上に設置した場合に、隣り合う断面ハット形等の鋼矢板1の一体化をより強固にするために、第1実施形態において使用される籠状補強鉄筋15である。前記の籠状補強鉄筋15は、断面ハット形鋼矢板1aの長手方向に伸びる複数の上部鉄筋16aおよび複数の下部鉄筋16bが、閉鎖したほぼ逆台形環状のフープ筋17の内側に位置するように、間隔をおいて配置されると共に、交差部が番線により結束されて一体化されている。前記フープ筋17は、ウェブ3間の凹部11内に落とし込みにより収納配置可能に、ウェブ3間の凹部11の内側形状よりも小さいほぼ逆台形形状とされている。   FIG. 24 shows a hook-shaped reinforcing bar 15 arranged in the recess 11 between the webs 3 of the steel sheet pile 1 arranged at intervals in the lateral direction. When steel sheet piles 1 made of cross-section hat-shaped steel sheet piles 1a and the like are installed in parallel on a support girder 10 (or a bridge pier or an abutment), the steel sheet piles 1 of adjacent cross-section hat-shaped sheet piles are more strongly integrated. In order to make it, it is the hook-shaped reinforcement reinforcing bar 15 used in 1st Embodiment. The hook-shaped reinforcing bars 15 are arranged such that a plurality of upper reinforcing bars 16a and a plurality of lower reinforcing bars 16b extending in the longitudinal direction of the cross-section hat-shaped steel sheet pile 1a are positioned inside a closed substantially inverted trapezoidal annular hoop bar 17. In addition to being arranged at intervals, the intersecting portions are bound together by a number wire and integrated. The hoop line 17 has a substantially inverted trapezoidal shape smaller than the inner shape of the recess 11 between the webs 3 so as to be housed and disposed by dropping into the recess 11 between the webs 3.

次に、前記した弾性材料製の漏れ防止用接続部材13と、籠状補強鉄筋15と、ジベル付き断面ハット形鋼矢板1aとを使用する形態の本発明の第1実施形態の鋼・コンクリート合成床版19の構築手順について、図1〜図3等を参照して説明する。   Next, the steel / concrete composite according to the first embodiment of the present invention using the leakage preventing connecting member 13 made of the elastic material, the hook-shaped reinforcing bar 15, and the cross-section hat-shaped steel sheet pile 1a with a gibber. The construction procedure of the floor slab 19 will be described with reference to FIGS.

図1(a)(b)に示すように、ハット形鋼矢板1aの一端側に、漏れ防止用接続部材13を装着し、前記漏れ防止用接続部材13を継ぎ手5の上面側に折り返した状態の漏れ防止用接続部材付き鋼矢板1を、桁または橋脚あるいは橋台等の支持部10上に、間隔をおいて並列配置する。この場合、アーム部4の下面に予めスペーサ18等を溶接、接着剤等により固定した状態でジベル付きハット形鋼矢板1を吊り上げ搬送して、アーム部4の下面と、支持部10との間に、適宜、均しモルタルあるいはスペーサ18が介在されて、鋼矢板1のアーム部4が水平状態で、橋台または橋脚または支持桁等の支持部10に載置されるように配置される。   As shown in FIGS. 1 (a) and 1 (b), a leakage preventing connecting member 13 is attached to one end of the hat-shaped steel sheet pile 1a, and the leakage preventing connecting member 13 is folded back to the upper surface side of the joint 5. The steel sheet piles 1 with connecting members for preventing leakage are arranged in parallel on a support 10 such as a girder, a bridge pier or an abutment at intervals. In this case, the hat-shaped steel sheet pile 1 with a gibber is lifted and transported in a state where the spacer 18 or the like is fixed to the lower surface of the arm portion 4 by welding, adhesive, or the like in advance, and the space between the lower surface of the arm portion 4 and the support portion 10 is In addition, a leveling mortar or a spacer 18 is appropriately interposed so that the arm portion 4 of the steel sheet pile 1 is placed in a horizontal state on a support portion 10 such as an abutment or a pier or a support girder.

次いで、図1(b)に示すように、漏れ防止用接続部材13を他方の鋼矢板1の係止用溝6側に折り曲げて、図2(c)に示すように、漏れ防止用接続部材13の幅方向他端部の係止用膨出部14を他方の鋼矢板1の係止用溝6に係止し、鋼矢板1相互を接続する。次に、図2(d)に示すように、鋼矢板1間における凹部11内に渡って、籠状補強鉄筋15をスペーサー等により支持させるようにして所定のレベルに配置し、ついで、図3(e)に示すように、鋼矢板1間の凹部11、すなわち、隣合う鋼矢板1と漏れ防止用接続部材13とにより囲まれる凹部11に、前記籠状補強鉄筋15を埋め込むようにコンクリート12を打設・硬化し、図4に示すような鋼・コンクリート合成床版19を構築する。   Next, as shown in FIG. 1 (b), the leakage preventing connecting member 13 is bent to the locking groove 6 side of the other steel sheet pile 1, and as shown in FIG. 2 (c), the leakage preventing connecting member. The locking bulging portion 14 at the other end in the width direction 13 is locked in the locking groove 6 of the other steel sheet pile 1 to connect the steel sheet piles 1 to each other. Next, as shown in FIG. 2 (d), the hooked reinforcing bars 15 are arranged at a predetermined level so as to be supported by spacers or the like across the recesses 11 between the steel sheet piles 1, and then, FIG. As shown in (e), the concrete 12 is embedded so that the reinforced reinforcing bars 15 are embedded in the recesses 11 between the steel sheet piles 1, that is, the recesses 11 surrounded by the adjacent steel sheet piles 1 and the leakage preventing connection member 13. The steel / concrete composite floor slab 19 as shown in FIG. 4 is constructed.

前記の場合、図5(a)に示すように、少なくとも、コンクリート12が打設されるレベルは、フランジ2の上面レベル付近まで打設するようにしてもよく、また図5(b)に示すように、コンクリート12の打設厚さを厚くすることも可能である。   In the above case, as shown in FIG. 5 (a), at least the level at which the concrete 12 is placed may be placed up to the vicinity of the upper surface level of the flange 2, as shown in FIG. 5 (b). Thus, it is also possible to increase the casting thickness of the concrete 12.

本発明のように、鋼矢板1を使用した形態の鋼・コンクリート合成床版19または床版橋30(図19、図20参照)は、鋼矢板1の凹凸面を利用してコンクリート12の打設重量を低減することで鋼・コンクリート合成床版19あるいは床版橋30を経済的に構築できることは大きなメリットの一つであり、高さ制限などがある場合は図5(a)のように、鋼矢板1上面より上側にはコンクリート12を打設しない形態でもよい。また、高さ制限がない場合や、支間が大きくなり、断面性能が不足する場合には、図5(b)に示すように、鋼矢板1上端から上にもコンクリート12を打設し、断面性能を上げることも可能である(この場合、必要に応じ鉄筋を配置してもよい)。
また、本床版19または床版橋30の上には、必要に応じ、アスファルトあるいはコンクリート等の表面舗装を行うようにしてもよい。
As in the present invention, the steel / concrete composite floor slab 19 or the floor slab bridge 30 (see FIGS. 19 and 20) using the steel sheet pile 1 is used to strike the concrete 12 using the uneven surface of the steel sheet pile 1. The ability to economically construct the steel / concrete composite floor slab 19 or the floor slab bridge 30 by reducing the installation weight is one of the great advantages. If there is a height restriction, as shown in FIG. The concrete 12 may not be placed above the upper surface of the steel sheet pile 1. Further, when there is no height restriction, or when the span is large and the cross-sectional performance is insufficient, as shown in FIG. It is also possible to improve the performance (in this case, reinforcing bars may be arranged if necessary).
Further, on the floor slab 19 or the floor slab bridge 30, surface paving such as asphalt or concrete may be performed as necessary.

(他の形態)
前記実施形態では、ハット形鋼矢板1aの形態を示したが、本発明を実施する場合、前記以外の鋼矢板、例えば、U形鋼矢板あるいはZ形鋼矢板等の形態でもよいので、これらの形態について、簡単に説明する。
(Other forms)
In the said embodiment, although the form of the hat-shaped steel sheet pile 1a was shown, when implementing this invention, since forms other than the above, for example, a U-shaped steel sheet pile or a Z-shaped steel sheet pile, etc. may be sufficient, these The form will be briefly described.

図16は、U形鋼矢板1bを用いたスタッドジベル付き鋼矢板1を使用した鋼・コンクリート合成床版19(または床版橋30)の形態を示すものであって、U形鋼矢板1bにおけるウェブ3とフランジ2とにより形成される溝が下向きとなるように、また、U形鋼矢板1bにおける継ぎ手5の上向き開口蟻溝状の係止用溝6が、それぞれ、上向き開口の係止用溝6となるように支持部10上に適宜スペーサ(あるいは均しモルタル、いずれも図示を省略)を介して配置し、係止用溝6間に弾性材料製の漏れ防止用接続部材13における係止用膨出部14がそれぞれ嵌合配置され、ウェブ3間に籠状補強鉄筋15を配置した状態で、コンクリート12が打設硬化されている形態である。その他の構成、あるいは変形可能な形態は、前記の形態と同様であるので、同様な構成の部分には、同様な符号を付して説明を省略する。   FIG. 16 shows the form of a steel / concrete composite floor slab 19 (or floor slab bridge 30) using a steel sheet pile 1 with a stud gibber using a U-shaped steel sheet pile 1b. The groove formed by the web 3 and the flange 2 faces downward, and the joint 5 in the U-shaped steel sheet pile 1b has an upward opening dovetail-like locking groove 6 for locking the upward opening, respectively. An appropriate spacer (or smoothing mortar, both not shown) is disposed on the support portion 10 so as to form the groove 6, and the engagement in the leakage preventing connection member 13 made of an elastic material is provided between the locking grooves 6. In this state, the concrete bulges 14 are placed and hardened in a state where the bulging portions 14 for stopping are fitted and arranged, and the hook-shaped reinforcing bars 15 are arranged between the webs 3. Since other configurations or deformable forms are the same as the above-described forms, the same reference numerals are given to the parts having the same structures, and the description thereof is omitted.

図17は、Z形鋼矢板1cのウェブ3にスタッドジベル19を設けると共にZ形鋼矢板1cの継ぎ手5相互をかみ合わせて上部側のフランジ2とすると共に、下部フランジをアーム部4として、ハット形状に一組のZ形鋼矢板1cによる組合せ鋼矢板1を使用し、そのようなハット形に組み合わせた組合せ鋼矢板1を間隔をおいて配置すると共に、組合せ鋼矢板1の下部継ぎ手5における継ぎ手溝を係止用溝6とし、隣り合う組合せ鋼矢板1の各係止用溝6に渡って、弾性材料製の漏れ防止用接続部材13の係止用膨出部14を嵌合係止するようにし、籠状補強鉄筋15を配置すると共に、コンクリート12を打設して、鋼・コンクリート合成床版19あるいは床版橋30とする形態である。
なお、Z形鋼矢板相互の組合せ鋼矢板1は、上縁で継ぎ手5同士を嵌合させる場合、予め、工場で嵌合させるとよい。
FIG. 17 shows a hat shape in which the stud 3 is provided on the web 3 of the Z-shaped steel sheet pile 1c and the joint 5 of the Z-shaped steel sheet pile 1c is engaged with each other to form the upper flange 2 and the lower flange as the arm portion 4. In addition, a combination steel sheet pile 1 made of a pair of Z-shaped steel sheet piles 1c is used, and the combination steel sheet piles 1 combined in such a hat shape are arranged at intervals, and a joint groove in the lower joint 5 of the combination steel sheet pile 1 is used. Is used as a locking groove 6, and the locking bulging portion 14 of the leakage preventing connection member 13 made of an elastic material is fitted and locked across each locking groove 6 of the adjacent combination steel sheet pile 1. In addition, the reinforced reinforcing bar 15 is disposed and the concrete 12 is cast to form the steel / concrete composite floor slab 19 or the floor slab bridge 30.
In addition, the combination steel sheet pile 1 of Z-shaped steel sheet piles is good to make it fit in a factory beforehand, when fitting the joints 5 with each other at the upper edge.

なお、図18および図19に示すように、床版橋30とする場合に、橋台または橋脚等の支持部10のアンカー孔に、鋼製棒状アンカー31の下部を無収縮モルタル等により埋め込み固定し、前記棒状アンカー31の上部を鋼・コンクリート合成床版19内に配置するようにして、床版の移動防止を図る構造としてもよい。
この場合、ハット形形状の鋼矢板1のアーム部4(または漏れ防止用接続部材13あるいは)に貫通孔を設けると共に、アーム部4の上部にアンカーキャップ32を配置し、前記棒状アンカー31の上部をアンカーキャップ32内に収納配置するようにしてもよい。この場合、支持部10と床版19との間に支承装置を介在させてもよい。
As shown in FIGS. 18 and 19, when the floor slab bridge 30 is used, the lower portion of the steel rod anchor 31 is embedded and fixed in an anchor hole of the support portion 10 such as an abutment or a pier with a non-shrink mortar or the like. The upper part of the bar-shaped anchor 31 may be disposed in the steel / concrete composite floor slab 19 to prevent the floor slab from moving.
In this case, a through-hole is provided in the arm portion 4 (or the leakage preventing connecting member 13 or) of the hat-shaped steel sheet pile 1, and an anchor cap 32 is disposed on the upper portion of the arm portion 4. May be accommodated in the anchor cap 32. In this case, a support device may be interposed between the support portion 10 and the floor slab 19.

図21には、本発明の鋼・コンクリート合成床版19をトンネル床版に適用した場合が示されている。この形態では、トンネル軸方向に延長するように設置された支持部10に渡って、トンネル軸に交差する方向(直角方向)にスタッドジベル付きハット形鋼矢板1aが、適宜スペーサ等を介して間隔をおいて載置され、漏れ防止用接続部材13を介して、隣り合うハット形鋼矢板1aが接続され、コンクリート12が打設されて、トンネル軸方向に延長するように鋼・コンクリート合成床版19が構築されている形態である。このような鋼・コンクリート合成床版19にも前記と同様に、床版の移動防止を図る構造としてもよい。   FIG. 21 shows a case where the steel / concrete composite floor slab 19 of the present invention is applied to a tunnel floor slab. In this embodiment, the hat-shaped steel sheet pile 1a with stud gibber is appropriately spaced via a spacer or the like in a direction (perpendicular direction) intersecting the tunnel axis across the support portion 10 installed so as to extend in the tunnel axis direction. The steel / concrete composite floor slab is placed so that the adjacent hat-shaped steel sheet piles 1a are connected via the leakage preventing connection member 13 and the concrete 12 is cast and extends in the tunnel axial direction. 19 is a built-up form. Such a steel / concrete composite floor slab 19 may have a structure for preventing the movement of the floor slab as described above.

なお、前記各実施形態においては、鋼矢板1にスタッドジベル9を設け、籠状補強鉄筋15を組み合わせる形態を示したが、これらに代えて、鋼矢板1のウェブ3に、他方の鋼矢板1に向かって張り出す棒状鉄筋ジベルを上下に複数段設けると共に両鋼矢板1から突出する棒状鉄筋ジベル相互を同レベルで横方向に重ねるようにし、鋼矢板長手方向に間隔をおく棒状鉄筋ジベルに渡って上下複数段の連結鉄筋を配筋して結束し、これらを埋め込むようにコンクリートを打設する形態でもよく、棒状鉄筋に代えてU字状鉄筋の各先端部をウェブ3に固着して閉鎖状とした閉ループ状ジベルとしてもよい。また、波形に成形した鉄筋をウェブ3に固着してジベルとしてもよい。   In each of the above embodiments, the steel sheet pile 1 is provided with the stud diver 9 and the hooked reinforcing bar 15 is combined. However, instead of these, the web 3 of the steel sheet pile 1 is connected to the other steel sheet pile 1. A plurality of bar-shaped reinforcing bar gibbles projecting upward and downward, and the bar-shaped reinforcing bar gibbles protruding from both steel sheet piles 1 are stacked in the horizontal direction at the same level. It is also possible to place the upper and lower connecting reinforcing bars in a bundle and bind them, and then place concrete to embed them. Instead of stick bars, each tip of the U-shaped reinforcing bars is fixed to the web 3 and closed. It is good also as a closed loop-shaped dowel made into a shape. Further, a reinforcing bar formed into a corrugated shape may be fixed to the web 3 to form a gibber.

前記各実施形態のように、ジベル付き鋼矢板1の主要部としての鋼矢板として、U形鋼矢板、Z形鋼矢板あるいはハット形鋼矢板1aのいずれかを用いて、鋼・コンクリート合成床版19または床版橋30を構成することは可能であるが、U形鋼矢板では、引張側となる下縁部分の鋼材量が少なく、耐荷力上不利であり、Z形鋼矢板では、上面に継ぎ手5の嵌合部が必ず発生するため、段差の発生など、使用上の制約が大きい。したがって、本発明における使用方法では断面形状としてハット形鋼矢板が有利である。   Like each said embodiment, as a steel sheet pile as a principal part of the steel sheet pile 1 with a bevel, any one of a U-shaped steel sheet pile, a Z-shaped steel sheet pile, or a hat-shaped steel sheet pile 1a is used. 19 or the floor slab bridge 30 can be configured, but the U-shaped steel sheet pile has a small amount of steel at the lower edge portion on the tension side, which is disadvantageous in terms of load resistance. On the Z-shaped steel sheet pile, Since the fitting portion of the joint 5 is inevitably generated, there are large restrictions in use such as generation of a step. Therefore, in the method of use in the present invention, a hat-shaped steel sheet pile is advantageous as a cross-sectional shape.

本発明の鋼・コンクリート合成床版19は、現場施工により、床版を構築するようにしてもよく、工場あるいは現場付近において、プレキャスト製床版として、搬送設置するようにしてもよい。プレキャスト製とする場合には、複数の鋼矢板1を漏れ防止用接続部材13により接続し、籠状補強鉄筋15およびコンクリート12の打設硬化により一体化したプレキャスト製としてもよい。   The steel / concrete composite floor slab 19 of the present invention may be constructed by on-site construction, or may be transported and installed as a precast floor slab in a factory or near the site. In the case of precast, a plurality of steel sheet piles 1 may be connected by a leakage preventing connecting member 13 and integrated by casting and hardening the reinforced reinforcing bars 15 and concrete 12.

なお、図18に示すように、本発明を実施する場合、鋼矢板1間の配置間隔Wは、設計により設定されるが、漏れ防止用接続部材13の強度等を考慮し、例えば、鋼矢板幅の1/2以下程度の間隔で配置してもよい。   In addition, as shown in FIG. 18, when implementing this invention, although the arrangement | positioning space | interval W between the steel sheet piles 1 is set by design, considering the intensity | strength etc. of the connection member 13 for leak prevention, for example, a steel sheet pile You may arrange | position with the space | interval of about 1/2 or less of the width | variety.

また、鋼矢板1を桁上に載置する場合、桁に固定する必要がある場合には、鋼矢板の傾斜ウェブ3の内側にスタッドジベルを設けると共に、鋼製桁等の支持部10にスタッドボルトを設け、これらをコンクリートで埋め込むようにして一体化するようにしてもよい。この場合に鋼矢板1のフランジ2にコンクリート充填孔を設けるようにしてもよく、また、鋼矢板1のフランジ2下側の凹部に桁幅間隔内において、図22および図23に点線で示すように仕切り板兼補強リブ34を型枠板として配置するようにすると、コンクリートを確実に充填して、鋼矢板1と桁との一体化を確実に行うことができる。この場合、図23に2点鎖線で示すように、フランジ2にコンクリート充填用孔33を設けて充填するようにすればよい。   In addition, when the steel sheet pile 1 is placed on the girders, when it is necessary to fix the steel sheet piles 1 to the girders, stud gibels are provided on the inner side of the inclined web 3 of the steel sheet piles, and the studs are attached to the support 10 such as the steel girders. Bolts may be provided and integrated by embedding them with concrete. In this case, a concrete filling hole may be provided in the flange 2 of the steel sheet pile 1 and, as shown in FIG. 22 and FIG. If the partition plate / reinforcing ribs 34 are arranged as a formwork plate, the concrete can be reliably filled and the steel sheet pile 1 and the girder can be integrated with certainty. In this case, as shown by a two-dot chain line in FIG. 23, the flange 2 may be filled with a concrete filling hole 33.

本発明の実施形態において使用する鋼矢板は、熱間圧延により製造された鋼矢板であると、フランジ2およびウェブ3並びにアーム部4各部の肉厚の調整が可能であり、フランジ2の部分をウェブ3に比べて厚肉にされているため、その部分を床版構造体としてそのまま利用できる強度を備えているので、この利点を有利に利用し、床版構造の薄肉化および軽量化を図るようにされている。   If the steel sheet pile used in the embodiment of the present invention is a steel sheet pile manufactured by hot rolling, the thickness of each part of the flange 2, the web 3, and the arm part 4 can be adjusted. Since it is thicker than the web 3, it has a strength that allows the portion to be used as it is as a floor slab structure. Therefore, this advantage is advantageously used to reduce the thickness and weight of the floor slab structure. Has been.

前記実施形態では、ハット形鋼矢板あるいはU形鋼矢板あるいはZ形鋼矢板を使用した形態を示したが、これらの鋼矢板は熱間圧延加工により製作されたものを使用するとよいが、冷間加工により製作された鋼矢板を使用するようにしてもよく、また、帯状鋼板を折り曲げ加工して、フランジ2、ウェブ3、アーム部4、下向き開口溝形継ぎ手5および上向き開口溝形継ぎ手5を備えた鋼矢板1、あるいは継ぎ手を両側面とも下向き開口溝形継ぎ手5あるいは上向き開口溝形継ぎ手5とした鋼矢板1を構成してもよい。   In the above embodiment, a form using a hat-shaped steel sheet pile, a U-shaped steel sheet pile or a Z-shaped steel sheet pile has been shown, but these steel sheet piles may be manufactured by hot rolling, A steel sheet pile manufactured by machining may be used, and the strip steel plate is bent to form the flange 2, the web 3, the arm portion 4, the downward opening groove joint 5 and the upward opening groove joint 5. You may comprise the steel sheet pile 1 which used the steel sheet pile 1 provided, or the joint as the downward opening groove-type joint 5 or the upward opening groove-type joint 5 on both sides.

ハット形鋼矢板を用いて、本発明の鋼・コンクリート合成床版を構築する場合の施工手順の一実施形態を示すものであって、(a)は、一端側に漏れ防止用接続部材を予めセットされたハット形鋼矢板を間隔をおいて配置している状態を示す縦断正面図、(b)は、漏れ防止用接続部材の他端側を隣接するハット形鋼矢板の他端側に回動する直前の状態を示す縦断正面図である。1 shows an embodiment of a construction procedure in the case of constructing a steel / concrete composite floor slab of the present invention using a hat-shaped steel sheet pile, and (a) shows a leakage preventing connecting member on one end side in advance. The longitudinal front view which shows the state which has arrange | positioned the hat-shaped steel sheet pile set in the space | interval, (b) is the other end side of the adjacent hat-shaped steel sheet pile to the other end side of the connection member for leak prevention. It is a vertical front view which shows the state just before moving. (c)は、図1(b)の状態から漏れ防止用接続部材を隣接するハット形鋼矢板の他端側に係止した状態を示す縦断正面図、(d)は、隣り合う鋼矢板間の凹部に籠状補強鉄筋を配置した状態を示す縦断正面図である。(C) is a longitudinal front view showing a state in which the leakage preventing connecting member is locked to the other end of the adjacent hat-shaped steel sheet pile from the state of FIG. 1 (b), and (d) is between adjacent steel sheet piles. It is a vertical front view which shows the state which has arrange | positioned the hook-shaped reinforcement bar in the recessed part. (e)はコンクリートを打設して、鋼・コンクリート合成床版を構築した状態を示す縦断正面図である。(E) is a longitudinal front view showing a state in which concrete is placed and a steel / concrete composite floor slab is constructed. 本発明の鋼・コンクリート合成床版を設置した状態を示す斜視図である。図である。It is a perspective view which shows the state which installed the steel and concrete composite floor slab of this invention. FIG. (a)は、薄厚タイプの鋼・コンクリート合成床版を示す縦断正面図、(b)は上面コンクリートを打設する形態の鋼・コンクリート合成床版を示す縦断正面図である。(A) is a longitudinal front view showing a thin-type steel / concrete composite floor slab, and (b) is a longitudinal front view showing a steel / concrete composite floor slab in the form of placing an upper surface concrete. 弾性材料製の漏れ防止用接続部材の一形態を示すものであって、(a)は平面図、(b)は拡大正面図、(c)は漏れ防止用接続部材の他端側膨出部を他方の鋼矢板に嵌合係止する直前の状態を示す縦断正面図、(d)は図2(c)の漏れ防止用接続部材付近を拡大して示す縦断正面図である。1 shows one embodiment of a leak-proof connecting member made of an elastic material, wherein (a) is a plan view, (b) is an enlarged front view, and (c) is a bulging portion on the other end side of the leak-proof connecting member. FIG. 3D is a longitudinal front view showing a state immediately before fitting and locking to the other steel sheet pile, and FIG. 2D is a longitudinal front view showing the vicinity of the leakage preventing connecting member in FIG. (a)は横方向に隣り合うハット形鋼矢板に渡って漏れ防止用接続部材を係止するように配置した状態を示す概略斜視図、(b)は漏れ防止用接続部材を配置している状態を示す拡大縦断正面図、(c)は他の形態の漏れ防止用接続部材を使用して、横方向に隣合うハット形鋼矢板に係止するように配置した状態を示す縦断正面図、(d)は漏れ防止用接続部材を折り曲げ配置し、その上に硬質板を配置した状態を示す縦断正面図である。(A) is a schematic perspective view which shows the state arrange | positioned so that the leakage prevention connection member may be latched across the hat-shaped steel sheet pile adjacent to a horizontal direction, (b) has arrange | positioned the leakage prevention connection member. An enlarged longitudinal front view showing the state, (c) is a longitudinal front view showing a state in which the leakage preventing connecting member of another form is used to be engaged with a hat-shaped steel sheet pile adjacent in the lateral direction, (D) is a longitudinal front view showing a state in which a leakage preventing connecting member is bent and a hard plate is arranged thereon. 板状の漏れ防止用接続部材の形態を示すものであって、(a)は概略縦断正面図、(b)は斜視図である。The form of the plate-shaped leakage preventing connecting member is shown, in which (a) is a schematic longitudinal front view, and (b) is a perspective view. (a)〜(d)は、板状の漏れ防止用接続部材を隣り合う鋼矢板に渡って係止するように配置する工程を示すものであって、(a)は漏れ防止用接続部材を備えた鋼矢板の一端側を示す縦断正面図、(b)は漏れ防止用接続部材を他方の鋼矢板に係止すべく、漏れ防止用接続部材の端部を曲げ上げ配置した状態を示す縦断正面図、(c)他方の鋼矢板に漏れ防止用接続部材の端部を挿入係止する直前の状態を示す縦断正面図、(d)は漏れ防止用接続部材を他方の鋼矢板に係止した状態を示す縦断正面図である。(A)-(d) shows the process of arrange | positioning so that a plate-shaped leakage prevention connection member may be locked over an adjacent steel sheet pile, (a) is a leakage prevention connection member. The longitudinal front view which shows the one end side of the provided steel sheet pile, (b) is the longitudinal section which shows the state which bent and arranged the edge part of the connection member for leak prevention in order to lock the connection member for leak prevention to the other steel sheet pile Front view, (c) Longitudinal front view showing a state immediately before the end of the leakage preventing connecting member is inserted and locked to the other steel sheet pile, (d) Locking the leakage preventing connecting member to the other steel sheet pile It is a vertical front view which shows the state which carried out. (a)は漏れ防止用接続部材を鋼矢板相互に渡って配置した状態を示す斜視図、(b)は狭幅の漏れ防止用接続部材を鋼矢板相互に渡って配置した状態を示す縦断正面図、(c)は(b)において使用されている漏れ防止用接続部材を取り出して示す縦断正面図、(d)は他の形態の漏れ防止用接続部材を示す縦断正面図、(e)は漏れ防止用接続部材の端部の角度と鋼矢板側の係止溝の角度との関係を示す縦断正面図、(f)は漏れ防止用接続部材の端部の幅と鋼矢板の係止溝幅との関係を示す縦断正面図である。(A) is a perspective view which shows the state which has arrange | positioned the connection member for leak prevention across steel sheet piles, (b) The vertical front which shows the state which has arrange | positioned the connection member for leak prevention of narrow width across steel sheet piles The figure, (c) is a longitudinal front view showing a leakage preventing connecting member used in (b), (d) is a longitudinal front view showing another form of the leakage preventing connecting member, (e) The longitudinal front view which shows the relationship between the angle of the edge part of the connection member for leak prevention and the angle of the locking groove on the steel sheet pile side, (f) is the width of the edge part of the connection member for leakage prevention and the locking groove of the steel sheet pile It is a vertical front view which shows the relationship with a width | variety. (a)は他の形態の漏れ防止用接続部材を隣り合う鋼矢板にわたって配置する直前の状態を示す縦断正面図、(b)は漏れ防止用接続部材を配置した状態を示す縦断正面図、(c)は漏れ防止用接続部材を配置した状態を示す斜視図である。(A) is a longitudinal front view showing a state immediately before disposing a leakage preventing connection member over adjacent steel sheet piles, (b) is a longitudinal front view showing a state in which the leakage preventing connection member is disposed, ( c) is a perspective view showing a state in which a leakage preventing connecting member is arranged. (a)は他の形態の漏れ防止用接続部材を使用して隣り合う鋼矢板にわたって配置する直前の状態を示す縦断正面図、(b)は漏れ防止用接続部材を配置した状態を示す縦断正面図である。(A) The longitudinal front view which shows the state just before arrange | positioning over the steel sheet pile adjacent using the connection member for leak prevention of another form, (b) The longitudinal front which shows the state which has arrange | positioned the connection member for leak prevention FIG. 部材長手方向の両端部で幅の異なる複数の漏れ防止用接続部材を使用して、平面で角度間隔をおいて配置される鋼矢板相互を止水接続した状態を示す概略平面図である。It is a schematic plan view which shows the state which watertightly connected the steel sheet piles arrange | positioned at an angle space | interval on a plane using the some connection member for leak prevention from which the width | variety differs in the both ends of a member longitudinal direction. 平面で角度間隔をおいて配置された鋼矢板を漏れ防止用接続部材により接続した状態を示す斜視図である。It is a perspective view which shows the state which connected the steel sheet pile arrange | positioned at an angle interval by the plane by the connection member for leak prevention. 図14の状態における鋼矢板間の凹部に、長手方向で幅寸法の異なる籠状補強鉄筋を配置した状態を示す斜視図である。It is a perspective view which shows the state which arrange | positioned the hook-shaped reinforcement bar from which a width dimension differs in the longitudinal direction in the recessed part between the steel sheet piles in the state of FIG. U形鋼矢板を用いて、本発明の鋼・コンクリート合成床版を構築した状態を示す縦断正面である。It is a vertical front view which shows the state which constructed the steel and concrete composite floor slab of this invention using the U-shaped steel sheet pile. Z形鋼矢板による組合せ鋼矢板を用いて、本発明の鋼・コンクリート合成床版を構築した状態を示す縦断正面図である。It is a longitudinal front view which shows the state which constructed | assembled the steel and concrete composite slab of this invention using the combination steel sheet pile by a Z-shaped steel sheet pile. 矢板継ぎ手の間隔を説明するための縦断正面図である。It is a vertical front view for demonstrating the space | interval of a sheet pile joint. 本発明の鋼・コンクリート合成床版あるいは床版橋の移動防止構造の形態を示す縦断側面図である。It is a vertical side view which shows the form of the movement prevention structure of the steel and concrete composite floor slab or floor slab bridge of this invention. 本発明の鋼・コンクリート合成床版あるいは床版橋の移動防止構造の形態を示す縦断正面図である。It is a longitudinal front view which shows the form of the movement prevention structure of the steel and concrete composite floor slab or floor slab bridge of this invention. トンネル軸方向に沿って設置されるトンネル用床版の形態を示す平面図である。It is a top view which shows the form of the floor slab for tunnels installed along a tunnel axial direction. 本発明において使用するスタッドジベル付きのハット形鋼矢板を示す縦断正面図である。It is a vertical front view which shows the hat-shaped steel sheet pile with a stud gibber used in this invention. 図22の中間部の平面図である。It is a top view of the intermediate part of FIG. 本発明において使用する籠状補強鉄筋を示すものであって、(a)は平面図、(b)は正面図である。FIG. 2 shows a saddle-shaped reinforcing bar used in the present invention, where (a) is a plan view and (b) is a front view.

符号の説明Explanation of symbols

1 ジベル付きの鋼矢板(組合せ鋼矢板)
1a ハット形鋼矢板
1b U形鋼矢板
1c Z形鋼矢板
2 フランジ
3 ウェブ
4 アーム部
5 継ぎ手
6 係止用溝
7 爪部
8 継ぎ手本体
9 スタッドジベル
10 橋台または橋脚あるいは支持桁等の支持部
11 凹部
12 コンクリート
13 漏れ防止用接続部材
14 係止用膨出部
15 籠状補強鉄筋
16a 上部鉄筋
16b 下部鉄筋
17 フープ筋
18 均しモルタル(またはスペーサ)
19 鋼・コンクリート合成床版
21 軟質部分
22 硬質部分
23 係止用爪部
24 弾性係止部
25 急傾斜屈折接続部
26 緩傾斜屈折接続部
27 伸縮部
28 止水材
29 帯状弾性板
30 床版橋
31 鋼製棒状アンカー
32 アンカーキャップ
33 充填用孔
34 仕切り板兼補強リブ
35 硬質板
1 Steel sheet pile with gibber (combination steel sheet pile)
DESCRIPTION OF SYMBOLS 1a Hat-shaped steel sheet pile 1b U-shaped steel sheet pile 1c Z-shaped steel sheet pile 2 Flange 3 Web 4 Arm part 5 Joint 6 Locking groove 7 Claw part 8 Joint body 9 Stud gibel 10 Support part 11 such as an abutment or a pier or a support girder Concave portion 12 Concrete 13 Leakage prevention connecting member 14 Locking bulging portion 15 Saddle-shaped reinforcing bar 16a Upper bar 16b Lower bar 17 Hoop bar 18 Leveling mortar (or spacer)
19 Steel / concrete composite floor slab 21 Soft portion 22 Hard portion 23 Locking claw portion 24 Elastic locking portion 25 Steeply inclined refracting connection portion 26 Slowly inclined refracting connection portion 27 Stretching portion 28 Water stop material 29 Strip elastic plate 30 Floor slab Bridge 31 Steel rod anchor 32 Anchor cap 33 Filling hole 34 Partition plate and reinforcing rib 35 Hard plate

Claims (9)

幅方向の側縁に継ぎ手を有する鋼矢板を複数本並列して配置し、並列して隣り合う鋼矢板間により形成される、少なくとも凹部内にコンクリートを打設して固化することで、並列して配置された鋼矢板を一体化する鋼・コンクリート合成床版において、
横方向に隣り合う鋼矢板の継ぎ手に渡って、コンクリートの漏れを防止する漏れ防止用接続部材が設けられ、前記漏れ防止用接続部材を埋め込むようにコンクリートが打設されていることを特徴とする鋼矢板を用いた鋼・コンクリート合成床版。
A plurality of steel sheet piles having joints on the side edges in the width direction are arranged in parallel, and are formed between the adjacent steel sheet piles in parallel. In steel / concrete composite floor slabs that integrate steel sheet piles
A leakage preventing connection member for preventing leakage of concrete is provided across the joints of the steel sheet piles adjacent in the lateral direction, and the concrete is placed so as to embed the leakage prevention connection member. Steel / concrete composite deck using steel sheet piles.
鋼矢板がハット形鋼矢板、U形鋼矢板、あるいはZ形鋼矢板であることを特徴とする請求項1に記載の鋼矢板を用いた鋼・コンクリート合成床版。   The steel / concrete composite floor slab using the steel sheet pile according to claim 1, wherein the steel sheet pile is a hat-shaped steel sheet pile, a U-shaped steel sheet pile, or a Z-shaped steel sheet pile. 漏れ防止用接続部材を、変形自在な帯状の弾性材料で構成したことを特徴とする、請求項1または2に記載の鋼矢板を用いた鋼・コンクリート合成床版。   The steel / concrete composite floor slab using the steel sheet pile according to claim 1 or 2, wherein the leakage preventing connecting member is made of a deformable belt-like elastic material. 漏れ防止用接続部材を、変形可能な帯状の薄板で構成したことを特徴とする、請求項1または2に記載の鋼矢板を用いた鋼・コンクリート合成床版。   The steel / concrete composite floor slab using the steel sheet pile according to claim 1 or 2, wherein the leakage preventing connecting member is formed of a deformable strip-shaped thin plate. 一方の鋼矢板における継ぎ手の係止用溝に止水材がはめ込み配置され、他方の鋼矢板における継ぎ手部分に鋼板からなる漏れ防止用接続部材の巾方向先端部を下方に向けて基端側を取り付け、漏れ防止用接続部材が一方の鋼矢板における継ぎ手に載置されて、鋼板からなる漏れ防止用接続部材の弾性変形により止水材を押し潰すようにされて、コンクリート打設時のセメントの漏れを防止するようにされていることを特徴とする請求項1または2に記載の鋼矢板を用いた鋼・コンクリート合成床版。   A water-stopping material is placed in the locking groove of the joint of one steel sheet pile, and the base end side of the connection member for leakage prevention made of a steel plate is directed downward to the joint part of the other steel sheet pile. The mounting and leakage prevention connection member is placed on the joint of one steel sheet pile, and the water stop material is crushed by the elastic deformation of the leakage prevention connection member made of steel plate. The steel / concrete composite floor slab using the steel sheet pile according to claim 1 or 2, wherein leakage is prevented. 幅が長手方向で連続的に変化する漏れ防止用接続部材が用いられて、平面視で角度間隔をおいて配置される曲線部における並列して隣り合う鋼矢板が接続されていることを特徴とする請求項1〜5のいずれか1項に記載の鋼矢板を用いた鋼・コンクリート合成床版。   A leakage preventing connecting member whose width continuously changes in the longitudinal direction is used, and steel sheet piles adjacent in parallel in a curved portion arranged at an angular interval in plan view are connected. A steel-concrete composite deck using the steel sheet pile according to any one of claims 1 to 5. 請求項1〜6のいずれかに記載の鋼矢板を用いた鋼・コンクリート合成床版を橋体として備えた床版橋。   A floor slab bridge comprising a steel / concrete composite floor slab using the steel sheet pile according to claim 1 as a bridge body. 幅方向の側縁に継ぎ手を有する鋼矢板を複数本並列して配置し、横方向に隣り合う鋼矢板の継ぎ手に渡ってコンクリート漏れを防止する漏れ防止用接続部材を設け、横方向に隣り合う鋼矢板間に配筋した後、前記配筋された鉄筋および漏れ防止用接続部材を埋め込むようにコンクリートを打設して固化させ、鋼矢板相互を一体化することを特徴とする鋼・コンクリート合成床版の施工方法。   A plurality of steel sheet piles having joints on the side edges in the width direction are arranged in parallel, and a leakage preventing connection member is provided to prevent concrete leakage across the joints of the steel sheet piles adjacent in the lateral direction, and adjacent in the lateral direction. After placing bars between steel sheet piles, concrete is placed and solidified so as to embed the reinforcing bars and leakage prevention connecting members, and the steel sheet piles are integrated with each other. Floor slab construction method. 幅方向の側縁に継ぎ手を有する鋼矢板を複数本並列して橋脚または橋台に配置し、横方向に隣り合う鋼矢板の継ぎ手に渡ってコンクリート漏れを防止する漏れ防止用接続部材を設け、横方向に隣り合う鋼矢板間に配筋した後、前記配筋された鉄筋および漏れ防止用接続部材を埋め込むようにコンクリートを打設して固化させ、鋼矢板相互を一体化して橋体を構築することを特徴とする鋼・コンクリート合成床版橋の施工方法。   A plurality of steel sheet piles with joints on the side edges in the width direction are arranged in parallel on the pier or abutment, and a connection member for preventing leakage is provided across the joints of adjacent steel sheet piles in the lateral direction. After placing bars between adjacent steel sheet piles in the direction, concrete is placed and solidified so as to embed the reinforcing bars and leakage prevention connecting members, and the steel sheet piles are integrated to construct a bridge body. A construction method for steel / concrete composite deck slab bridges.
JP2007101002A 2007-04-06 2007-04-06 Steel / concrete composite slabs and composite slab bridges using steel sheet piles Expired - Fee Related JP5214902B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2007101002A JP5214902B2 (en) 2007-04-06 2007-04-06 Steel / concrete composite slabs and composite slab bridges using steel sheet piles

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2007101002A JP5214902B2 (en) 2007-04-06 2007-04-06 Steel / concrete composite slabs and composite slab bridges using steel sheet piles

Publications (2)

Publication Number Publication Date
JP2008255720A true JP2008255720A (en) 2008-10-23
JP5214902B2 JP5214902B2 (en) 2013-06-19

Family

ID=39979573

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2007101002A Expired - Fee Related JP5214902B2 (en) 2007-04-06 2007-04-06 Steel / concrete composite slabs and composite slab bridges using steel sheet piles

Country Status (1)

Country Link
JP (1) JP5214902B2 (en)

Citations (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS59192108A (en) * 1983-04-12 1984-10-31 Miyachi Iron Works Bridge structure
FR2560256A1 (en) * 1984-02-29 1985-08-30 Haironville Forges Mixed floor made of concrete and steel.
JPS635007U (en) * 1986-06-26 1988-01-13
JPH0567716U (en) * 1992-02-20 1993-09-10 丸一鋼管株式会社 Deck plate improvements
JPH0716821U (en) * 1993-08-31 1995-03-20 住金鋼材工業株式会社 Width adjustment plate for deck plate
JPH0893108A (en) * 1994-09-28 1996-04-09 Nippon Steel Metal Prod Co Ltd Form constructing method using flat deck plate, and flat deck plate
JPH09221717A (en) * 1996-02-20 1997-08-26 Kawasaki Steel Corp Steel-concrete composite floor-slab bridge and construction method thereof
JPH11229329A (en) * 1998-02-10 1999-08-24 Kawasaki Steel Corp Constructing method for steel-concrete composite floor board bridge
JP2001081717A (en) * 1999-09-14 2001-03-27 Kawasaki Steel Corp Execution method of steel and concrete synthetic floor board bridge and steel sheet pile
JP2001172916A (en) * 1999-12-17 2001-06-26 Sumitomo Heavy Ind Ltd Corrugated synthetic floor slab
JP2004169283A (en) * 2002-11-18 2004-06-17 Jfe Metal Products & Engineering Inc Floor slab structure
JP2007231704A (en) * 2006-03-03 2007-09-13 Nippon Steel Corp Steel/concrete composite floor slab using steel beam of hat-shaped cross section, and its construction method

Patent Citations (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS59192108A (en) * 1983-04-12 1984-10-31 Miyachi Iron Works Bridge structure
FR2560256A1 (en) * 1984-02-29 1985-08-30 Haironville Forges Mixed floor made of concrete and steel.
JPS635007U (en) * 1986-06-26 1988-01-13
JPH0567716U (en) * 1992-02-20 1993-09-10 丸一鋼管株式会社 Deck plate improvements
JPH0716821U (en) * 1993-08-31 1995-03-20 住金鋼材工業株式会社 Width adjustment plate for deck plate
JPH0893108A (en) * 1994-09-28 1996-04-09 Nippon Steel Metal Prod Co Ltd Form constructing method using flat deck plate, and flat deck plate
JPH09221717A (en) * 1996-02-20 1997-08-26 Kawasaki Steel Corp Steel-concrete composite floor-slab bridge and construction method thereof
JPH11229329A (en) * 1998-02-10 1999-08-24 Kawasaki Steel Corp Constructing method for steel-concrete composite floor board bridge
JP2001081717A (en) * 1999-09-14 2001-03-27 Kawasaki Steel Corp Execution method of steel and concrete synthetic floor board bridge and steel sheet pile
JP2001172916A (en) * 1999-12-17 2001-06-26 Sumitomo Heavy Ind Ltd Corrugated synthetic floor slab
JP2004169283A (en) * 2002-11-18 2004-06-17 Jfe Metal Products & Engineering Inc Floor slab structure
JP2007231704A (en) * 2006-03-03 2007-09-13 Nippon Steel Corp Steel/concrete composite floor slab using steel beam of hat-shaped cross section, and its construction method

Also Published As

Publication number Publication date
JP5214902B2 (en) 2013-06-19

Similar Documents

Publication Publication Date Title
US20160340855A1 (en) Modular construction mold apparatus and method for constructing concrete buildings and structures
KR100743832B1 (en) Bridge construction method using preflex girder and integral abutment
KR101652664B1 (en) Precast deckplate and composite slab and concrete slab manufacturing method using the same
KR100646666B1 (en) Hybrid beam for slim-floor and slim-floor structure using the same
KR101301081B1 (en) Wall structure and the construction method therefor
JP2009041227A (en) Structure and method for joining precast floor slabs together
KR100938395B1 (en) The Construction Method of Underpass using Steel-Concrete Composite Wall Pile
WO2012096639A1 (en) Modular construction mold apparatus and method for constructing concrete buildings and structures
KR101851557B1 (en) Arch structure with reinforced arch rib segment and arch structure construction method therefor
KR101167511B1 (en) Underpass using precast concrete pile and method for constructing the same
WO2010073538A1 (en) Steel sheet pile wall and method for constructing same
JP2008121287A (en) Steel-concrete compound beam and method of constructing steel-concrete compound beam
KR100650411B1 (en) Tunnel cover plate
JP2007309032A (en) Serial structure of bridge joint part
KR101625995B1 (en) Precast deck and slab having the same
JP2006112179A (en) Bridge girder installing method
KR101426155B1 (en) The hybrid rahmen structure which can add prestress on steel girder of horizontal member by gap difference of connection face between vertical member and steel girder of horizontal member
JP2008088634A (en) Composite steel-concrete floor slab
JP4650255B2 (en) Steel slab reinforcement structure and existing steel slab reinforcement method
KR100622452B1 (en) Multi-H section steel girder compounded part
KR101241400B1 (en) Arch structure
JP5214902B2 (en) Steel / concrete composite slabs and composite slab bridges using steel sheet piles
JP2017125394A (en) Precast concrete structure joint structure and precast concrete member
KR101262781B1 (en) Trapezoidal box structure integrated by pre-stressing and method of constructing the same
JP2010281040A (en) Steel concrete composite floor slab, panel for constructing the steel concrete composite floor slab, and construction method for steel concrete composite floor slab

Legal Events

Date Code Title Description
A621 Written request for application examination

Free format text: JAPANESE INTERMEDIATE CODE: A621

Effective date: 20090916

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20110301

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20110308

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20110524

A521 Written amendment

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20110725

A02 Decision of refusal

Free format text: JAPANESE INTERMEDIATE CODE: A02

Effective date: 20110823

A521 Written amendment

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20111124

A911 Transfer to examiner for re-examination before appeal (zenchi)

Free format text: JAPANESE INTERMEDIATE CODE: A911

Effective date: 20111201

A912 Re-examination (zenchi) completed and case transferred to appeal board

Free format text: JAPANESE INTERMEDIATE CODE: A912

Effective date: 20120217

RD04 Notification of resignation of power of attorney

Free format text: JAPANESE INTERMEDIATE CODE: A7424

Effective date: 20120823

A521 Written amendment

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20130108

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20130228

R150 Certificate of patent or registration of utility model

Ref document number: 5214902

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150

Free format text: JAPANESE INTERMEDIATE CODE: R150

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20160308

Year of fee payment: 3

S533 Written request for registration of change of name

Free format text: JAPANESE INTERMEDIATE CODE: R313533

R350 Written notification of registration of transfer

Free format text: JAPANESE INTERMEDIATE CODE: R350

LAPS Cancellation because of no payment of annual fees