JP2008190256A - Small number main girder bridge - Google Patents

Small number main girder bridge Download PDF

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JP2008190256A
JP2008190256A JP2007027250A JP2007027250A JP2008190256A JP 2008190256 A JP2008190256 A JP 2008190256A JP 2007027250 A JP2007027250 A JP 2007027250A JP 2007027250 A JP2007027250 A JP 2007027250A JP 2008190256 A JP2008190256 A JP 2008190256A
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girder
floor slab
main
bridge
girders
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JP4733655B2 (en
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Ryuichiro Omori
龍一郎 大森
Masakazu Sakai
正和 酒井
Ryuichi Kaida
龍一 皆田
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Mitsui Engineering and Shipbuilding Co Ltd
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Mitsui Engineering and Shipbuilding Co Ltd
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Abstract

<P>PROBLEM TO BE SOLVED: To prevent cracking of a concrete floor plate supported by a quadrilateral skeleton comprising main girders and cross girders. <P>SOLUTION: In the small number main girder bridge, the quadrilateral skeleton 20 is formed by two or three main girders 11 arranged in a bridge axial direction, and the cross girders 12 provided between the main girders 11, and the concrete floor plate 13 is supported by the skeleton 20. Reinforcements 15a, 15b for the concrete floor plate are respectively provided in parallel with diagonal lines of the skeleton 20. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

本発明は、橋軸方向に設けた２又は３本の主桁と、該主桁間に架設した横桁によって四辺形の桁組を形成し、該桁組によってコンクリート床版を支持するようにした少数主桁橋に関する。   In the present invention, a quadrilateral girder is formed by two or three main girders provided in the direction of the bridge axis and a horizontal girder installed between the main girders, and the concrete deck is supported by the girder. Related to the minority main girder bridge.

鋼橋の設計及び施工時における合理化、或いは省力化に伴い、支間が３０ｍ〜６０ｍ程度の中支間橋梁においては、従来の多主桁橋よりも経済性に優れた構造形式として、ＰＣ床版（プレストレストコンクリート床版）や合成床版を用いた２主桁橋が採用されるようになった（例えば、非特許文献１参照。）。   With the rationalization or labor saving at the time of designing and constructing steel bridges, PC floor slabs (in the middle branch bridges with spans of 30m to 60m) are more economical than conventional multi-main girder bridges. A two-main girder bridge using a prestressed concrete floor slab or a synthetic floor slab has been adopted (for example, see Non-Patent Document 1).

多主桁橋１００は、主桁間隔を３ｍ以下とし、例えば、図４に示すように、鋼製の主桁１０１が４本並行して設けられ、各主桁１０１の間は、所定間隔毎に対傾構１０２などで連結補強されており、上部には道路などのＲＣ床版（コンクリート床版）１０３が構築されている。そして、コンクリート１０３上にアスファルト舗装１０４が施されている。   The multi-girder bridge 100 has a main girder interval of 3 m or less. For example, as shown in FIG. 4, four steel girder 101 are provided in parallel. Further, an RC floor slab (concrete floor slab) 103 such as a road is constructed at the upper part. An asphalt pavement 104 is applied on the concrete 103.

この種のＲＣ床版は、図５に示すように、鉄筋１０７を橋軸直角方向に配筋し、鉄筋１０５を橋軸方向に配筋している。特に、鉄筋１０５の継ぎ足し部１０６は、規定上、所定の長さＬだけ重複させるので、継ぎ足し部１０６における鉄筋の使用量が増大すると云う問題がある。この継ぎ足し部１０６は、一断面に集中すると、鉄筋量が多く成り過ぎるために、その部分のコンクリートの行き渡りが悪くなり、強度が低下する可能性があるため、配筋作業やコンクリート打込み時の作業性を考慮して千鳥状に配置されている。   As shown in FIG. 5, this type of RC floor slab has reinforcing bars 107 arranged in a direction perpendicular to the bridge axis and reinforcing bars 105 arranged in the direction of the bridge axis. In particular, since the additional portion 106 of the reinforcing bar 105 is overlapped by a predetermined length L by definition, there is a problem that the amount of reinforcing bar used in the additional portion 106 increases. When this additional portion 106 is concentrated on one cross section, the amount of reinforcing bars becomes too large, so that the spread of concrete in that portion may deteriorate and the strength may be reduced. Considering the nature, it is arranged in a staggered pattern.

また、ＰＣ床版２主桁橋２００は、図６に示すように、鋼製の主桁２０１が２本並行して設けられ、各主桁２０１の間は所定間隔毎に平板状の横桁２０２などで連結補強されており、上部には道路などのＰＣ床版２０３が構築されている。ＰＣ床版２０３は、シース２０４内に挿入したＰＣ鋼材２０５を定着ナット２０６によって緊締するようになっている。そして、ＰＣ床版２０３上にアスファルト舗装２０７が施されている。   Further, as shown in FIG. 6, the PC floor slab 2 main girder bridge 200 is provided with two steel main girders 201 in parallel, and a flat cross girder between each main girder 201 at a predetermined interval. 202 and the like, and a PC floor slab 203 such as a road is constructed on the upper part. The PC floor slab 203 is configured such that the PC steel material 205 inserted into the sheath 204 is fastened by a fixing nut 206. An asphalt pavement 207 is provided on the PC floor slab 203.

また、合成床版２主桁橋３００は、図７に示すように、二基の主桁３０１間にＨ断面またはＩ断面の横桁３０２が設けられており、その上部に合成床版３０３が構築されている。そして、合成床版３０３上にアスファルト舗装３０４が施されている。   In addition, as shown in FIG. 7, the composite floor slab 2 main girder bridge 300 is provided with a cross girder 302 having an H cross section or an I cross section between two main girders 301, and a composite floor slab 303 is provided on the upper part thereof. Has been built. An asphalt pavement 304 is applied on the synthetic floor slab 303.

しかし、ＰＣ床版や合成床版は、以下のような問題も抱えている。   However, PC floor slabs and synthetic floor slabs also have the following problems.

すなわち、
（１） ２主桁橋の採用により上部工の全体工事費は、従来の多主桁橋に比べて安くなっているが、２主桁橋として採用するＰＣ床版や合成床版自体は、従来採用されていたＲＣ床版に比べて高価である。
（２） 床版の補修や取り替えが必要となった場合、ＰＣ床版や合成床版の場合は、２主桁の場合、全面的な交通止めが必要となる。その場合の社会的損失は、非常に大きいものとなる。また、３主桁以上の場合でも、ＰＣ床版は床版にプレストレスが導入されているため、幅員方向全幅による取替えが必要であり、全面交通止めとなる。更に、合成床版の場合は、増設縦桁などの大規模な構造補強が必要となる。
（３） ＰＣ床版を採用した場合は、現場施工管理に十分な管理が必要であり、ＲＣ床版の施工に比較して高度な施工技術を必要とする。
（４） 箱桁構造でＰＣ床版を使用した場合は、プレストレスロスの問題が生じるため、プレストレスの導入に当たっては十分な検討を要する。 That is,
(1) The construction cost of the superstructure is lower than that of the conventional multi-main girder bridge due to the adoption of the 2-main girder bridge. It is more expensive than RC floor slabs that have been conventionally used.
(2) When it is necessary to repair or replace the floor slab, in the case of a PC floor slab or a composite floor slab, it is necessary to completely stop traffic in the case of two main girders. The social loss in that case is very large. Even in the case of three or more main girders, PC floor slabs are prestressed in the floor slabs, so replacement with the full width direction is necessary, and traffic is completely stopped. Furthermore, in the case of composite floor slabs, large-scale structural reinforcement such as additional stringers is required.
(3) When a PC floor slab is adopted, sufficient management is required for on-site construction management, and advanced construction techniques are required compared to RC floor slab construction.
(4) When a PC floor slab is used with a box girder structure, a problem of prestress loss occurs, and therefore sufficient consideration is required in introducing prestress.

そこで、床版支間を従来の桁間隔ではなく、図８に示すように、床版を支持する横桁４０１を従来よりも橋軸方向に密に配置して床版支間を橋軸方向とすることにより、広幅員の場合でも２本の主桁４０２でＲＣ床版４０３を支持することが可能なＲＣ床版２主桁橋４００が考えられるようになった。   Therefore, instead of the conventional girder spacing between the floor slab supports, as shown in FIG. 8, the horizontal girders 401 that support the floor slab are arranged more densely in the direction of the bridge axis than in the past so that the floor slab supports are in the direction of the bridge axis. As a result, an RC floor slab 2 main girder bridge 400 that can support the RC floor slab 403 with two main girders 402 even in the case of a wide width can be considered.

しかし、横桁４０１によってＲＣ床版４０３を支持する場合、図９（ａ）に示すように、自動車の通過によって横桁４０１の上フランジ４０４に矢印ａ及び矢印ｂのような首振り現象が発生するので、上フランジ４０４と垂直補助材４０５の溶接止端部４０６に疲労亀裂が発生する可能性がある。また、横桁４０１の上フランジ４０４は、横桁４０１とＲＣ床版４０３からなる断面の中立軸付近にあるので、図９（ｂ）に示すように、横桁４０１の上フランジ４０４は、小さな応力しか作用しないことが分かっている。   However, when the RC floor slab 403 is supported by the cross beam 401, as shown in FIG. 9A, a swinging phenomenon such as arrows a and b occurs in the upper flange 404 of the cross beam 401 by passing the automobile. As a result, fatigue cracks may occur at the weld toe 406 of the upper flange 404 and the vertical auxiliary member 405. Since the upper flange 404 of the cross beam 401 is near the neutral axis of the cross section composed of the cross beam 401 and the RC floor slab 403, the upper flange 404 of the cross beam 401 is small as shown in FIG. 9B. It has been found that only stress acts.

また、図１０に示すように、橋軸方向の二つの主桁５０１，５０１と、この二つの主桁５０１，５０１間に架設された二つの横桁５０２，５０２によって四辺形の桁組５０３を形成し、この桁組５０３によってコンクリート床版（図示せず）を支持するようにしたコンクリート床版２主桁橋５００が提案されているが（例えば、特許文献２参照。）、このコンクリート床版２主桁橋５００は、桁組５０３の対角線５０４上の応力Ｆが最も大きいために、桁組５０３の対角線５０４上にひび割れが起こり易いと云う問題があった。   Further, as shown in FIG. 10, a quadrilateral girder set 503 is formed by two main girders 501 and 501 in the bridge axis direction and two horizontal girders 502 and 502 installed between the two main girders 501 and 501. A concrete floor slab 2 main girder bridge 500 formed and supported by this girder set 503 to support a concrete floor slab (not shown) has been proposed (for example, see Patent Document 2). The double main girder bridge 500 has a problem that cracks are likely to occur on the diagonal line 504 of the beam set 503 because the stress F on the diagonal line 504 of the beam set 503 is the largest.

「新しい鋼橋の誕生 II 改訂版」，社団法人日本橋梁建設協会，野田清人（発行人），２００４年１２月，ｐ．４“Birth of a New Steel Bridge II Revised Edition”, Japan Bridge Construction Association, Kiyoto Noda (Publisher), December 2004, p. 4 特開２００４−２２５２９０号公報JP 2004-225290 A

本発明は、上記のような問題を解決するためになされたものであって、本発明の第１の目的は、主桁と横桁により形成された四辺形の桁組によって支持したコンクリート床版のひび割れを防止することにある。本発明の第２の目的は、横桁の上フランジと垂直補助材の溶接止端部に発生する疲労亀裂を解消することにある。   The present invention has been made to solve the above problems, and a first object of the present invention is a concrete floor slab supported by a quadrilateral girder formed by a main girder and a cross girder. It is to prevent cracking. The second object of the present invention is to eliminate fatigue cracks generated at the upper flange of the cross beam and the weld toe of the vertical auxiliary material.

上記課題を解決するため、請求項１係る発明は、橋軸方向に設けた２又は３本の主桁と、該主桁間に架設した横桁によって四辺形の桁組を形成し、該桁組によってコンクリート床版を支持するようにした少数主桁橋において、前記桁組の対角線に対してコンクリート床版用の鉄筋を夫々略平行に設けたことを特徴とするものである。   In order to solve the above problems, the invention according to claim 1 is a quadrilateral girder formed by two or three main girders provided in the direction of the bridge axis and a horizontal girder constructed between the main girders. In a minority main girder bridge that supports concrete floor slabs by a set, reinforcing bars for concrete floor slabs are provided substantially parallel to the diagonal lines of the girder set.

上記の如く、請求項１に係る発明は、橋軸方向に設けた２又は３本の主桁と、該主桁間に架設した横桁によって四辺形の桁組を形成し、該桁組によってコンクリート床版を支持するようにした少数主桁橋において、前記桁組の対角線に対してコンクリート床版用の鉄筋を夫々略平行に設けたので、コンクリート床版のひび割れ、特に、桁組の対角線上のひび割れを抑制することが可能になった。   As described above, the invention according to claim 1 forms a quadrilateral girder by two or three main girders provided in the direction of the bridge axis and a horizontal girder installed between the main girders. In a minority main girder bridge that supports concrete floor slabs, the reinforcing bars for concrete floor slabs are provided approximately parallel to the diagonals of the girder set, respectively. It became possible to suppress the upper crack.

このため、桁組の対角線上のひび割れに起因するコンクリートブロックの落下などを回避することが可能になった。更に、定尺の鉄筋を使用したとしても継ぎ足し部がないので、配筋作業が容易になると共に、鉄筋の使用量を抑制することが可能になった。   For this reason, it became possible to avoid the fall of the concrete block etc. resulting from the crack on the diagonal of a beam set. Furthermore, even if a regular reinforcing bar is used, since there is no additional portion, it is possible to facilitate the bar arrangement work and to reduce the amount of reinforcing bar used.

床版の取り替えが生じた場合、本発明の構造では従来と異なり、床版の主鉄筋方向が橋軸方向と４５°方向のため、走行レーン毎に取り替えが出来、全面通行止めの必要がない。   When the floor slab is replaced, unlike the conventional structure in the structure of the present invention, the direction of the main reinforcing bar of the floor slab is 45 ° with respect to the bridge axis direction.

以下、本発明の実施の形態を図面を用いて説明する。   Hereinafter, embodiments of the present invention will be described with reference to the drawings.

図１は、本発明に係る少数主桁橋の一部断面を含む斜視図であり、この少数主桁橋１０は、橋軸方向に配置した二基の主桁１１，１１の間に橋軸方向に所定の間隔で設けて複数の横桁１２を架設している。そして、二基の主桁１１，１１と二つの横桁１２，１２によって形成された四辺形の桁組２０によってコンクリート床版１３を支持するようになっている。このコンクリート床版１３には、アスファルト舗装１４が施されている。   FIG. 1 is a perspective view including a partial cross section of a minority main girder bridge according to the present invention. The minority main girder bridge 10 is a bridge shaft between two main girders 11 and 11 arranged in the bridge axis direction. A plurality of cross beams 12 are installed at predetermined intervals in the direction. The concrete slab 13 is supported by a quadrilateral girder set 20 formed by two main girders 11 and 11 and two cross girders 12 and 12. The concrete floor slab 13 is provided with asphalt pavement 14.

上記横桁１２は、図２（ａ）及び図３に示すように、下フランジ２１と、この下フランジ２１上に立設したウェブ２２と、このウェブ２２の上方に延長し、かつ、コンクリート床版１３内に埋設する接合部２３と、接合部２３の上辺に沿って設けた多数の孔２４により形成されている。   As shown in FIGS. 2A and 3, the cross beam 12 includes a lower flange 21, a web 22 erected on the lower flange 21, an upper portion of the web 22, and a concrete floor. It is formed by a joint portion 23 embedded in the plate 13 and a large number of holes 24 provided along the upper side of the joint portion 23.

これらの孔２４は、図３に示すように、接合部２３の上辺に沿って横一列に設けられているが、所望により千鳥状に設けることもできる。また、上記ウェブ２２と接合部２３は、溶接などにより結合するのではなく、一枚の鋼板から切り出して作成することが好ましい。また、孔２４の直径は、３０ｍｍ〜８０ｍｍ、より好ましくは５０ｍｍ〜７０ｍｍの範囲が好ましく、この範囲から外れると、接合部２３とコンクリート床版１３の接合力が低下する。   As shown in FIG. 3, these holes 24 are provided in a horizontal row along the upper side of the joint portion 23, but may be provided in a staggered pattern as desired. Moreover, it is preferable that the web 22 and the joint portion 23 are not cut by welding or the like but are cut out from a single steel plate. Further, the diameter of the hole 24 is preferably in the range of 30 mm to 80 mm, more preferably 50 mm to 70 mm. If the diameter is out of this range, the joining force between the joint 23 and the concrete slab 13 is lowered.

図２（ａ）及び図３に示すように、接合部２３は、コンクリート床版１３内に埋設され、コンクリート床版１３と機械的に接合している。また、接合部２３に設けた孔２４には、コンクリート床版用の第１の鉄筋１５ａ，１５ｂが挿入されている。つまり、一方の第１の鉄筋１５ａは、桁組２０の一方の対角線（図示せず）と平行に配筋され、他方の第１の鉄筋１５ｂは、桁組２０の他方の対角線（図示せず）と平行に配筋されている。   As shown in FIGS. 2A and 3, the joint portion 23 is embedded in the concrete floor slab 13 and mechanically joined to the concrete floor slab 13. In addition, first reinforcing bars 15a and 15b for concrete floor slabs are inserted into the holes 24 provided in the joint portion 23. That is, one first reinforcing bar 15 a is arranged in parallel with one diagonal line (not shown) of the beam set 20, and the other first reinforcing bar 15 b is arranged with the other diagonal line (not shown) of the beam set 20. ) Is arranged in parallel with.

更に、接合部２３の上方には、コンクリート床版用の第２の鉄筋１６ａ，１６ｂが配筋されている。一方の第２の鉄筋１６ａは、橋軸方向に配筋され、他方の第２の鉄筋１６ｂは、橋軸直角方向に配筋されている。第２の鉄筋の配筋は、上記に限らず、例えば、第２の鉄筋１６ａを橋軸に対して＋４５°に設け、第２の鉄筋１６ｂを橋軸に対して−４５°に設けてもよい。   Further, second reinforcing bars 16a and 16b for the concrete floor slab are arranged above the joint portion 23. One second reinforcing bar 16a is arranged in the direction of the bridge axis, and the other second reinforcing bar 16b is arranged in the direction perpendicular to the bridge axis. For example, the second reinforcing bar 16a may be provided at + 45 ° with respect to the bridge axis and the second reinforcing bar 16b may be provided at −45 ° with respect to the bridge axis. Good.

また、第１の鉄筋１５ａ、１５ｂは、コンクリート床版１３のひび割れを抑制可能であれば、対角線に対して必ずしも平行でなくてもよい。尚、図１では、図面が煩雑になるので、第２の鉄筋１６ａ，１６ｂを省略している。   Further, the first reinforcing bars 15a and 15b do not necessarily have to be parallel to the diagonal line as long as cracking of the concrete floor slab 13 can be suppressed. In FIG. 1, since the drawing becomes complicated, the second reinforcing bars 16a and 16b are omitted.

この発明によれば、図２（ｂ）に示すように、コンクリート床版１３の下面、即ち、従来の横桁の上フランジが存在した個所は、応力σが小さいから横桁の上フランジを除去しても強度的に支障がない。   According to this invention, as shown in FIG. 2 (b), the lower surface of the concrete slab 13, that is, where the upper flange of the conventional cross beam is present, the upper flange of the cross beam is removed because the stress σ is small. However, there is no problem in strength.

上記のように、この発明は、コンクリート床版用の第１の鉄筋１５ａ，１５ｂを桁組２０の対角線に対して夫々ほぼ平行に設けたため、コンクリート床版１３のひび割れ、特に、桁組２０の対角線上のひび割れを抑制することが可能である。このため、桁組２０の対角線上のひび割れに起因するコンクリートブロックの落下などを回避することが可能である。更に、定尺の鉄筋を使用したとしても継ぎ足し部がないので、配筋作業が容易になると共に、鉄筋の使用量を抑制することが可能である。   As described above, according to the present invention, the first reinforcing bars 15a and 15b for the concrete floor slab are provided substantially parallel to the diagonal line of the beam set 20, respectively. It is possible to suppress cracks on the diagonal. For this reason, it is possible to avoid the fall of the concrete block etc. resulting from the crack on the diagonal of the beam set 20. FIG. Furthermore, even if a regular reinforcing bar is used, there is no additional portion, so that the work of arranging bars becomes easy and the amount of reinforcing bars used can be suppressed.

更に、この発明は、横桁１２を、下フランジ２１と、この下フランジ２１上に立設したウェブ２２と、このウェブ２２の上方に延長し、かつ、コンクリート床版１３内に埋設する接合部２３と、接合部２３の上辺に沿って設けた多数の孔２４により形成したため、従来、問題視されていた横桁１２の上フランジと垂直補助材の溶接止端部における疲労亀裂の発生を回避することが可能である。   Further, according to the present invention, the cross beam 12 includes a lower flange 21, a web 22 erected on the lower flange 21, and a joint portion extending above the web 22 and embedded in the concrete floor slab 13. 23 and a large number of holes 24 provided along the upper side of the joint portion 23, thereby avoiding the occurrence of fatigue cracks in the upper flange of the cross beam 12 and the weld toe of the vertical auxiliary material, which has been considered as a problem in the past. Is possible.

本発明に係る少数主桁橋の一部縦断を含む斜視図である。It is a perspective view including a partial longitudinal section of a minority main girder bridge according to the present invention. （ａ）横桁を含むコンクリート床版の要部拡大断面図、（ｂ）同所の応力線図である。(A) The principal part expanded sectional view of the concrete floor slab containing a cross beam, (b) It is a stress diagram of the same place. 図２（ａ）のＸ−Ｘ断面図である。It is XX sectional drawing of Fig.2 (a). 多主桁橋の断面図である。It is sectional drawing of a multi-main girder bridge. コンクリート床版の配筋状態を示す平面図である。It is a top view which shows the bar arrangement state of a concrete floor slab. ＰＣ床版２主桁橋の断面図である。It is sectional drawing of PC floor slab 2 main girder bridge. 合成床版２主桁橋の断面図である。It is sectional drawing of a composite floor slab 2 main girder bridge. ＲＣ床版２主桁橋の一部断面を含む斜視図である。It is a perspective view containing the partial cross section of RC floor slab 2 main girder bridge. （ａ）横桁を含むコンクリート床版の要部拡大断面図、（ｂ）同所の応力線図である。(A) The principal part expanded sectional view of the concrete floor slab containing a cross beam, (b) It is a stress diagram of the same place. コンクリート床版を四辺形の桁組で支持した場合の説明図である。It is explanatory drawing at the time of supporting a concrete floor slab with a quadrilateral girder set.

符号の説明Explanation of symbols

１０ 少数主桁橋
１１ 主桁
１２ 横桁
１３ コンクリート床版
１５ａ，１５ｂ 鉄筋
２０ 桁組 10 Minor main girder bridge 11 Main girder 12 Horizontal girder 13 Concrete floor slab 15a, 15b Reinforcement 20 Girder

Claims (1)

橋軸方向に設けた２又は３本の主桁と、該主桁間に架設した横桁によって四辺形の桁組を形成し、該桁組によってコンクリート床版を支持するようにした少数主桁橋において、前記桁組の対角線に対してコンクリート床版用の鉄筋を夫々略平行に設けたことを特徴とする少数主桁橋。   A quadrangle girder is formed by two or three main girders provided in the direction of the bridge axis and a horizontal girder installed between the main girders, and the concrete main slab is supported by the girder. A minority main girder bridge characterized in that a concrete floor slab reinforcing bar is provided substantially parallel to the diagonal of the girder.
JP2007027250A 2007-02-06 2007-02-06 Minority main girder bridge Expired - Fee Related JP4733655B2 (en)

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Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS54139219A (en) * 1978-04-21 1979-10-29 Hideyoshi Morita Concrete floor for earthquakeeproof and fireeproof
JPS59114313A (en) * 1982-12-17 1984-07-02 石川島建材工業株式会社 Construction of prestressed concrete floor panel in road bridge
JP2000129631A (en) * 1998-10-29 2000-05-09 Ishikawajima Harima Heavy Ind Co Ltd Composite floor slab
JP2004225290A (en) * 2003-01-21 2004-08-12 Ishikawajima Harima Heavy Ind Co Ltd Composite floor-slab girder
JP2006057259A (en) * 2004-08-17 2006-03-02 Ps Mitsubishi Construction Co Ltd Method for constructing prestressed concrete floor slab by using precast concrete slab
JP2008169572A (en) * 2007-01-10 2008-07-24 Mitsui Eng & Shipbuild Co Ltd Bridge with a small number of main girders

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS54139219A (en) * 1978-04-21 1979-10-29 Hideyoshi Morita Concrete floor for earthquakeeproof and fireeproof
JPS59114313A (en) * 1982-12-17 1984-07-02 石川島建材工業株式会社 Construction of prestressed concrete floor panel in road bridge
JP2000129631A (en) * 1998-10-29 2000-05-09 Ishikawajima Harima Heavy Ind Co Ltd Composite floor slab
JP2004225290A (en) * 2003-01-21 2004-08-12 Ishikawajima Harima Heavy Ind Co Ltd Composite floor-slab girder
JP2006057259A (en) * 2004-08-17 2006-03-02 Ps Mitsubishi Construction Co Ltd Method for constructing prestressed concrete floor slab by using precast concrete slab
JP2008169572A (en) * 2007-01-10 2008-07-24 Mitsui Eng & Shipbuild Co Ltd Bridge with a small number of main girders

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