JP5314250B2 - Reinforced concrete floor slab minority main girder bridge - Google Patents

Reinforced concrete floor slab minority main girder bridge Download PDF

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JP5314250B2
JP5314250B2 JP2007020573A JP2007020573A JP5314250B2 JP 5314250 B2 JP5314250 B2 JP 5314250B2 JP 2007020573 A JP2007020573 A JP 2007020573A JP 2007020573 A JP2007020573 A JP 2007020573A JP 5314250 B2 JP5314250 B2 JP 5314250B2
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floor slab
reinforced concrete
concrete floor
bridge
main girder
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JP2008184846A (en
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研一 西山
正和 酒井
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Mitsui Engineering and Shipbuilding Co Ltd
Mitsui E&S Holdings Co Ltd
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Mitsui Engineering and Shipbuilding Co Ltd
Mitsui E&S Holdings Co Ltd
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Description

本発明は、複数の主桁間に複数の横桁を橋軸方向に所定の間隔で設けると共に、前記横桁上に鉄筋コンクリート床版を設置した鉄筋コンクリート床版少数主桁橋に関する。   The present invention relates to a reinforced concrete floor slab minority main girder bridge in which a plurality of cross girders are provided at a predetermined interval in the bridge axis direction between a plurality of main girders and a reinforced concrete floor slab is installed on the cross girder.

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).

ＰＣ床版２主桁橋１００は、図６に示すように、２本の主桁１０１間にＨ断面またはＩ断面の横桁１０２が設けられており、その上部にＰＣ床版１０３が構築されている。ＰＣ床版１０３は、シース１０４内に挿入したＰＣ鋼材１０５を定着ナット１０６によって緊締している。そして、ＰＣ床版１０３上にアスファルト舗装１０７が施されている。   As shown in FIG. 6, the PC floor slab 2 main girder bridge 100 is provided with a cross girder 102 having an H or I cross section between two main girders 101, and a PC floor slab 103 is constructed on the upper part. ing. The PC floor slab 103 is fastened with a fixing nut 106 to a PC steel material 105 inserted into the sheath 104. An asphalt pavement 107 is provided on the PC floor slab 103.

他方、合成床版２主桁橋２００は、図７に示すように、２本の主桁２０１間にＨ断面またはＩ断面の横桁２０２が設けられており、その上部に合成床版２０３が構築されている。そして、合成床版２０３上にアスファルト舗装２０４が施されている。   On the other hand, as shown in FIG. 7, the composite floor slab 2 main girder bridge 200 is provided with a cross beam 202 having an H cross section or an I cross section between two main girders 201, and the composite floor slab 203 is disposed on the upper part. Has been built. An asphalt pavement 204 is provided on the synthetic floor slab 203.

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（鉄筋コンクリート床版）に比べて高価である。
（２） 床版の取替えが必要となった場合、ＰＣ床版や合成床版は主桁により支持されているため、２主桁橋の場合、全面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。
（３） ＰＣ床版を採用した場合、ＰＣ床版に用いるコンクリートの設計基準強度は３０Ｎ／ｍｍ2 以上であるため、設計基準強度が２４Ｎ／ｍｍ2 程度のＲＣ床版に比べ、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 two main girder bridges. It is more expensive than RC slabs (reinforced concrete slabs) that have been conventionally used.
(2) When it is necessary to replace the floor slab, the PC floor slab and the composite floor slab are supported by the main girder. 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 by the full width direction is necessary, and traffic is completely stopped.
(3) When PC floor slab is adopted, the design standard strength of concrete used for PC floor slab is 30 N / mm 2 or more. Therefore, compared with RC floor slab with design standard strength of about 24 N / mm 2 Therefore, sufficient management is required, and advanced construction technology is required compared to RC floor slab construction.
(4) When a PC floor slab is used in a box girder structure, there is a problem of prestress loss, and therefore sufficient consideration is required when 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３０１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、広幅員であっても２本の主桁３０２でＲＣ床版３０３を用いることが可能となるＲＣ床版２主桁橋３００が考えられる。   Therefore, instead of the conventional girder spacing between the floor slab supports, as shown in FIG. 8, the horizontal girders 301 that support the floor slab are arranged more densely in the bridge axis direction than in the prior art, so that the floor slab supports are in the bridge axis direction. Thus, an RC floor slab 2 main girder bridge 300 that allows the RC floor slab 303 to be used with two main girders 302 even if it is wide can be considered.

しかしながら、図９（ａ）に示すように、横桁３０１によってＲＣ床版３０３を支持する場合、自動車の通過によって横桁３０１の上フランジ３０４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３０４と垂直補鋼材３０５の溶接止端部３０６に疲労亀裂が発生する可能性がある。また、横桁３０１の上フランジ３０４は、横桁３０１とＲＣ床版３０３から成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３０１の上フランジ３０４は、小さな応力しか作用しないことが分かっている。   However, as shown in FIG. 9A, when the RC floor slab 303 is supported by the cross beam 301, a swinging phenomenon such as arrows a and b occurs in the upper flange 304 of the cross beam 301 by passing the automobile. As a result, fatigue cracks may occur at the weld flange 306 of the upper flange 304 and the vertical reinforcing steel material 305. Since the upper flange 304 of the cross beam 301 is near the neutral axis of the cross section composed of the cross beam 301 and the RC floor slab 303, the upper flange 304 of the cross beam 301 is small as shown in FIG. It has been found that only stress acts.

他方、主桁３０２に対して横桁３０１を取り付けるに当たり、床版厚さを所定の厚さに正確に収めるには、図８に示すように、主桁３０２の上フランジ３０７と横桁３０１の上フランジ３０４の高さを合わせる必要があるので、横桁の加工度と設置精度を高くしなければならず、橋梁の建設コストを高める要因となる。   On the other hand, when attaching the cross girder 301 to the main girder 302, in order to accurately store the floor slab thickness within a predetermined thickness, as shown in FIG. Since it is necessary to match the height of the upper flange 304, it is necessary to increase the processing degree and installation accuracy of the cross beam, which increases the construction cost of the bridge.

更に、従来のＲＣ床版は、図１０に示すように、橋脚４００の建設誤差、主桁３０２の製作誤差および架設誤差に起因する床版厚さの変動をＲＣ床版３０３の下部に設けた左右一定のハンチ３０８，３０８によって吸収することが行われていた。   Further, as shown in FIG. 10, the conventional RC floor slab is provided with a variation in floor slab thickness due to the construction error of the pier 400, the manufacturing error of the main girder 302, and the installation error at the lower part of the RC floor slab 303. Absorption was performed by the constant right and left hunches 308 and 308.

しかしながら、従来のＲＣ床版３０３は、上記のように、左右一定のハンチ３０８，３０８が下方に突出しているため、ハンチ用の傾斜面を有する床版底面の型枠を合板などを用いて精度よく作成するには、多大な労力と時間を必要とし、橋梁の建設コストを高める要因となった。このため、ハンチのない所謂ハンチレス床版の出現に対する要望が高まっていた。   However, since the conventional RC floor slab 303 has the left and right constant hunches 308 and 308 projecting downward as described above, the formwork on the bottom of the floor slab having an inclined surface for the haunch is accurately measured using plywood or the like. To create well, it required a lot of labor and time, and it became a factor to raise the construction cost of the bridge. For this reason, the demand for the appearance of a so-called hunchless floor slab without a hunch has been increased.

「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

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、横桁の上フランジに発生していた疲労亀裂の問題を解消することができる鉄筋コンクリート床版少数主桁橋を提供することにある。本発明の第２の目的は、横桁の加工誤差と設置誤差を吸収できると共に、ハンチレス床版でも橋脚の建設誤差を吸収することができる鉄筋コンクリート床版少数主桁橋を提供することにある。   The present invention has been made to solve the above-described problems, and a first object of the present invention is to solve the problem of fatigue cracks occurring in the upper flange of the cross beam. It is to provide a reinforced concrete floor slab minority main girder bridge. A second object of the present invention is to provide a reinforced concrete floor slab minority main girder bridge that can absorb a processing error and an installation error of a horizontal girder and can also absorb a construction error of a bridge pier even with a hunchless floor slab.

上記課題を解決するため、請求項１に係る鉄筋コンクリート床板少数主桁橋は、複数の主桁のウェブ間に複数の横桁を橋軸直角方向に設けると共に、前記横桁によって鉄筋コンクリート床板を支持するようになした鉄筋コンクリート床板少数主桁橋において、前記主桁のウェブ間に設けた横桁を、下フランジと、該下フランジ上に立設したウェブと、該ウェブの上方に突出して鉄筋コンクリート床板内に埋設される接合部と、該接合部の上辺に沿って設けた配筋用の多数の孔により形成し、前記横桁の接合部を鉄筋コンクリート床板内に埋設させて前記横桁の接合部と鉄筋コンクリート床板とを接合させることを特徴とするものである。 In order to solve the above-mentioned problem, a reinforced concrete floor board minority main girder bridge according to claim 1 is provided with a plurality of cross beams in a direction perpendicular to the bridge axis between webs of a plurality of main girders , and supports the reinforced concrete floor board by the cross beams . In the reinforced concrete floor board minority main girder bridge constructed as described above, a reinforced concrete floor board is formed by projecting a horizontal girder provided between the webs of the main girder, a lower flange, a web standing on the lower flange, and the web. a joint is embedded within, along the upper side of the joint portion is formed by a number of holes for reinforcement provided, the crossbeam of the joint the junction of the cross beams so embedded in the reinforced concrete floor And a reinforced concrete floor board are joined .

上記の如く、請求項１に係る発明は、複数の主桁間に複数の横桁を橋軸方向に所定の間隔で設けると共に、前記横桁上に鉄筋コンクリート床版を設置した鉄筋コンクリート床版少数主桁橋において、前記横桁を、下フランジと、該下フランジ上に立設したウェブと、該ウェブの上方に延長し、かつ、前記鉄筋コンクリート床版内に埋設する接合部と、該接合部の上辺に沿って設けた多数の孔により形成したので、従来の横桁に用いられていた横桁の上フランジが省略されている。このため、従来、懸念されていた横桁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になった。   As described above, the invention according to claim 1 is the reinforced concrete floor slab minority main body in which a plurality of cross girders are provided at predetermined intervals in the bridge axis direction between the plurality of main girders and a reinforced concrete floor slab is installed on the cross girders. In the girder bridge, the horizontal girder includes a lower flange, a web erected on the lower flange, a joint extending above the web and embedded in the reinforced concrete floor slab, Since it is formed by a large number of holes provided along the upper side, the upper flange of the cross beam used in the conventional cross beam is omitted. For this reason, it has become possible to avoid the occurrence of fatigue cracks in the upper flange of the cross beam and the weld toe of the vertical auxiliary member, which has been a concern.

また、従来の横桁に用いられていた上フランジを無くすことにより、横桁の上フランジに溶殖されているスタッドジベルも省略されることになる。スタッドジベルは、ずれ止め区間によって、夫々、設計で算出された数量に順じて横桁の上フランジに個々に溶接していかねばならず、加工度の要求が高い。また、床版鉄筋との取り合いを考慮して、個々の溶接も高い精度を要するので、鋼製主桁を有する橋梁形式の鉄筋コンクリート床版との合成構造化の建設コストを高める要因となっているが、スタッドジベルを多少でも減らせることによって橋梁の建設コストを抑制することが可能となった。床版の取替えが生じた場合、本発明構造では、従来構造と異なり、床版の主鉄筋方向が、橋軸方向のため、走行レーン毎に取替えが出来、全面交通止めの必要がない。   In addition, by eliminating the upper flange used in the conventional cross beam, the stud gibber that is melted on the upper flange of the cross beam is also omitted. The stud gibber must be individually welded to the upper flange of the cross beam according to the quantity calculated in the design by the non-slip section, and the degree of workability is high. In addition, considering the relationship with floor slab reinforcement, individual welding also requires high accuracy, which is a factor that increases the construction cost of composite structuring with bridge-type reinforced concrete floor slabs having steel main girders. However, it was possible to reduce the construction cost of the bridge by reducing the number of stud gibels. When the floor slab is replaced, in the structure of the present invention, unlike the conventional structure, the direction of the main reinforcing bar of the floor slab is the direction of the bridge axis.

また、請求項１に係る発明によれば、ウェブの上方に延長した接合部が鉄筋コンクリート床版内に埋設されるので、横桁の上フランジを主桁の上フランジの高さに合わせる作業が不要になった。このため、横桁の加工度と設置精度を必要以上に高める必要がなく、橋梁の建設コストを抑制することが可能になった。   Further, according to the invention according to claim 1, since the joint portion extending above the web is embedded in the reinforced concrete slab, the work of adjusting the upper flange of the horizontal beam to the height of the upper flange of the main beam is unnecessary. Became. For this reason, it is not necessary to increase the workability and installation accuracy of the cross beams more than necessary, and it is possible to reduce the construction cost of the bridge.

また、請求項１に係る発明は、上記のように、ウェブの上方に延長した接合部が鉄筋コンクリート床版内に埋設されるので、鉄筋コンクリート床版の下面にハンチのない所謂ハンチレス型の床版であっても床版厚さを変更させることなく横桁と鉄筋コンクリート床版を接合させることができる。このため、型枠の設計、製作作業が容易になり、橋梁の建設コストを抑制することが可能になった。   In addition, the invention according to claim 1 is a so-called hunchless type floor slab in which the joint portion extending above the web is embedded in the reinforced concrete floor slab as described above, and the bottom surface of the reinforced concrete floor slab has no haunch. Even if it exists, a cross beam and a reinforced concrete slab can be joined without changing the slab thickness. For this reason, the design and manufacturing work of the formwork became easy, and the construction cost of the bridge could be suppressed.

請求項２に係る発明は、前記孔を、前記接合部に横一列に設けるので、横桁上部の板状の接合部と鉄筋コンクリート床版の機械的な結合力が前記接合部の横手方向にムラなく均一なものとなる。   In the invention according to claim 2, since the holes are provided in a row in the joint, the mechanical joint force between the plate-like joint at the upper part of the cross beam and the reinforced concrete floor slab is uneven in the transverse direction of the joint. And uniform.

請求項３に係る発明は、前記孔を、前記接合部に千鳥状に設けるので、横桁上部の板状の接合部と鉄筋コンクリート床版の機械的な結合力がより強固なものとなる。   In the invention according to claim 3, since the holes are provided in a staggered manner in the joint, the mechanical coupling force between the plate-like joint at the upper part of the cross beam and the reinforced concrete floor slab becomes stronger.

請求項４に係る発明は、前記孔内に鉄筋を橋軸方向に向けて配筋するので、鉄筋の位置決めが容易になるのみならず、鉄筋を機械的に配筋することができる。   In the invention according to claim 4, since the reinforcing bars are arranged in the hole in the direction of the bridge axis, not only the positioning of the reinforcing bars becomes easy, but also the reinforcing bars can be mechanically arranged.

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に示すように、例えば、鉄筋コンクリート床版２主桁橋１０の場合は、２本の主桁１１，１１間に複数の横桁１２を橋軸方向に所定の間隔で設けると共に、複数の横桁１２によって鉄筋コンクリート床版１３を支持するようになっている。この鉄筋コンクリート床版１３には、アスファルト舗装１４が施されている。   As shown in FIG. 1, for example, in the case of a reinforced concrete floor slab 2 main girder bridge 10, a plurality of cross beams 12 are provided between the two main girders 11, 11 at a predetermined interval in the bridge axis direction, and A reinforced concrete floor slab 13 is supported by the cross beam 12. Asphalt pavement 14 is applied to the reinforced concrete floor slab 13.

上記横桁１２は、図４及び図５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の上方に延長した接合部２３と、この接合部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. 4 and 5, the cross beam 12 includes a lower flange 21, a web 22 erected on the lower flange 21, a joint 23 extending above the web 22, and the joint It is formed by a large number of holes 24 provided along the upper side of 23.

また、前記孔２４は、図５に示すように、上記接合部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と鉄筋コンクリート床版１３の接合力が低下する。   Moreover, although the said hole 24 is provided in the horizontal line along the upper side of the said junction part 23 as shown in FIG. 5, it can also be provided in zigzag form if 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. The diameter of the hole 24 is preferably in the range of 30 mm to 80 mm, more preferably in the range of 50 mm to 70 mm. If the diameter is out of this range, the joining force between the joint 23 and the reinforced concrete floor slab 13 is reduced.

図２（ａ）及び図３に示すように、上記接合部２３は、鉄筋コンクリート床版１３内に埋設され、鉄筋コンクリート床版１３と機械的に接合している。また、上記接合部２３に設けた孔２４には、橋軸方向に主鉄筋１５が配筋され、この主鉄筋１５と交差する橋幅方向には、配力鉄筋１６が配筋されている。図中、符号１７は、コンクリートを示している。図２（ｂ）に示すように、鉄筋コンクリート床版１３の下面、即ち、従来の横桁の上フランジがあった位置は、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な支障が発生しない。   As shown in FIGS. 2A and 3, the joint portion 23 is embedded in the reinforced concrete floor slab 13 and mechanically joined to the reinforced concrete floor slab 13. Further, in the hole 24 provided in the joint portion 23, a main reinforcing bar 15 is arranged in the bridge axis direction, and a distribution reinforcing bar 16 is arranged in the bridge width direction intersecting with the main reinforcing bar 15. In the figure, the code | symbol 17 has shown concrete. As shown in FIG. 2 (b), the lower surface of the reinforced concrete floor slab 13, that is, the position where the conventional upper girder upper flange is located is strong even if the upper girder upper flange is removed because the stress σ is small. No trouble occurs.

上記の如く、この発明は、前記横桁１２を、下フランジ２１と、該下フランジ２１上に立設したウェブ２２と、該ウェブ２２の上方の延長し、かつ、前記鉄筋コンクリート床版１３内に埋設する接合部２３と、該接合部２３の上辺に沿って設けた多数の孔２４により形成したので、従来の横桁に用いられていた横桁の上フランジが省略されている。このため、従来、問題視されていた横桁の上フランジと垂直補鋼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になる。また、従来の横桁に用いられていた上フランジを無くすことにより、横桁の上フランジに溶植されているスタッドジベルも省略されるので、橋梁の建設コストを抑制することが可能となった。   As described above, according to the present invention, the cross girder 12 includes the lower flange 21, the web 22 erected on the lower flange 21, the upper extension of the web 22, and the reinforced concrete floor slab 13. Since it is formed by the joint portion 23 to be buried and a large number of holes 24 provided along the upper side of the joint portion 23, the upper flange of the cross beam used in the conventional cross beam is omitted. For this reason, it becomes possible to avoid the occurrence of fatigue cracks at the weld toe of the upper flange of the cross beam and the vertical stiffener, which has been regarded as a problem in the past. In addition, by eliminating the upper flange that was used in the conventional cross beam, the stud gibber that has been fused to the upper flange of the cross beam is also omitted, so it was possible to reduce the construction cost of the bridge. .

他方、この発明は、上記のように、上記ウェブ２２の上方に延長した孔付きの板状の接合部２３を鉄筋コンクリート床版１３内に埋設することにより、横桁の上フランジを主桁の上フランジの高さに合わせる作業が不要になる。このため、横桁の加工度と設置精度を必要以上に高める必要がなく、橋梁の建設コストを抑制することが可能になる。   On the other hand, according to the present invention, as described above, the plate-like joint portion 23 with a hole extending above the web 22 is embedded in the reinforced concrete floor slab 13 so that the upper flange of the horizontal beam is placed above the main beam. No need to adjust to the height of the flange. For this reason, it is not necessary to increase the processing degree and installation accuracy of the cross beam more than necessary, and it is possible to suppress the construction cost of the bridge.

また、この発明は、上記のように、上記ウェブ２２の上方に延長した孔付きの板状の接合部２３を鉄筋コンクリート床版１３内に埋設することにより、鉄筋コンクリート床版の下面にハンチのない所謂ハンチレス型の床版であっても床版厚さを変更させることなく横桁１２と鉄筋コンクリート床版１３を接合させることができる。このため、型枠の設計、製作作業が容易になり、橋梁の建設コストを抑制することが可能になる。   In addition, as described above, the present invention embeds the plate-like joint portion 23 with a hole extending above the web 22 in the reinforced concrete floor slab 13 so that the lower surface of the reinforced concrete floor slab has no hunch. Even if it is a hunchless type floor slab, the cross beam 12 and the reinforced concrete floor slab 13 can be joined without changing the floor slab thickness. For this reason, it becomes easy to design and manufacture the formwork, and to suppress the construction cost of the bridge.

以上の説明では、鉄筋コンクリート床版２主桁橋の場合について説明したが、主桁が３本以上の多主桁の場合にも適用することが可能である。   In the above description, the case of a reinforced concrete floor slab 2 main girder bridge has been described, but the present invention can also be applied to a case of a multi-main girder having three or more main girder.

本発明に係る鉄筋コンクリート床版２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 reinforced concrete floor slab 2 main girder bridge according to the present invention. （ａ）横桁近傍におけるＲＣ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 RC floor slab near the 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). 横桁の断面図である。It is sectional drawing of a cross beam. 横桁の正面図である。It is a front view of a horizontal beam. 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）横桁近傍におけるＲＣ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 RC floor slab near the cross beam, (b) It is a stress diagram of the same place. ハンチを有する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 which has a haunch.

符号の説明Explanation of symbols

１０ 鉄筋コンクリート床版２主桁橋
１１ 主桁
１２ 横桁
１３ 鉄筋コンクリート床版
２１ 横桁下フランジ
２２ 横桁ウェブ
２３ 床版と横桁との接合部
２４ 孔 10 Reinforced concrete floor slab 2 main girder 11 Main girder 12 Cross girder 13 Reinforced concrete floor slab 21 Horizontal girder lower flange 22 Cross girder web 23 Joint between floor slab and cross girder 24 Hole

Claims (1)

複数の主桁のウェブ間に複数の横桁を橋軸直角方向に設けると共に、前記横桁によって鉄筋コンクリート床板を支持するようになした鉄筋コンクリート床板少数主桁橋において、前記主桁のウェブ間に設けた横桁を、下フランジと、該下フランジ上に立設したウェブと、該ウェブの上方に突出して鉄筋コンクリート床板内に埋設される接合部と、該接合部の上辺に沿って設けた配筋用の多数の孔により形成し、前記横桁の接合部を鉄筋コンクリート床板内に埋設させて前記横桁の接合部と鉄筋コンクリート床板とを接合させることを特徴とする鉄筋コンクリート床板少数主桁橋。 In the reinforced concrete floor board minority main girder bridge in which a plurality of cross beams are provided between the webs of the plurality of main girders in a direction perpendicular to the bridge axis and the reinforced concrete floor board is supported by the cross beams, provided between the webs of the main girder. The cross beam is provided with a lower flange, a web erected on the lower flange, a joint projecting above the web and embedded in a reinforced concrete floor board, and an arrangement provided along the upper side of the joint. A reinforced concrete floor board minority main girder bridge, which is formed by a large number of holes for reinforcing bars, and the joint part of the cross beam is embedded in a reinforced concrete floor board to join the joint part of the cross beam and the reinforced concrete floor board.
JP2007020573A 2007-01-31 2007-01-31 Reinforced concrete floor slab minority main girder bridge Expired - Fee Related JP5314250B2 (en)

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