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JP7206060B2 - Composite panel construction - Google Patents
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JP7206060B2 - Composite panel construction - Google Patents

Composite panel construction Download PDF

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JP7206060B2
JP7206060B2 JP2018089758A JP2018089758A JP7206060B2 JP 7206060 B2 JP7206060 B2 JP 7206060B2 JP 2018089758 A JP2018089758 A JP 2018089758A JP 2018089758 A JP2018089758 A JP 2018089758A JP 7206060 B2 JP7206060 B2 JP 7206060B2
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bridge axis
bottom steel
steel plate
bridge
direction perpendicular
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JP2019196599A (en
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直以 野呂
敬人 藤川
繁樹 水上
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Nippon Steel Engineering Co Ltd
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Nippon Steel Engineering Co Ltd
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Priority to PCT/JP2018/024716 priority patent/WO2019215939A1/en
Priority to PH12019500831A priority patent/PH12019500831A1/en
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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D1/00—Bridges in general
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00—Structural or constructional details of bridges
    • E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges

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  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Description

本発明は、合成パネル構造に関する。 The present invention relates to composite panel structures.

従来から、下記特許文献１に示すように、底鋼板の上面にコンクリート床版と一体に結合された横リブが配置された合成パネル構造が知られている。
このような合成パネル構造では、コンクリート部材の付着力ならびに横リブのフランジがコンクリートを把持する力により、コンクリート床版と横リブとが結合されている。 2. Description of the Related Art Conventionally, as shown in Patent Document 1 below, a composite panel structure is known in which horizontal ribs are arranged on the upper surface of a bottom steel plate and are integrally connected to a concrete floor slab.
In such a composite panel structure, the concrete floor slab and the transverse ribs are joined together by the adhesive force of the concrete members and the force of the flanges of the transverse ribs gripping the concrete.

特許第３９０８６４２号公報Japanese Patent No. 3908642

しかしながら、前記従来の合成パネル構造では、コンクリート部材の付着力ならびに横リブのフランジがコンクリートを把持する力によりコンクリート床版と横リブとが結合されている。このため、コンクリート床版と横リブとの結合力を得るために、床版コンクリートの打込み作業で施工上の配慮が必要であった。 However, in the above-mentioned conventional composite panel structure, the concrete floor slab and the horizontal rib are connected by the adhesive force of the concrete member and the force by which the flange of the horizontal rib grips the concrete. For this reason, in order to obtain the bonding strength between the concrete floor slab and the horizontal ribs, it was necessary to consider the work of pouring the floor slab concrete.

本発明は前述した事情に鑑みてなされたものであって、コンクリート床版と横リブとを容易かつ強固に結合することができる合成パネル構造を提供することを目的とする。 SUMMARY OF THE INVENTION It is an object of the present invention to provide a composite panel structure capable of easily and firmly connecting a concrete floor slab and a horizontal rib.

前記課題を解決するために、本発明に係る合成パネル構造は、橋梁の橋軸方向に延びる複数の主桁の上面に載置された第１底鋼板を有し、橋軸直角方向に間隔をあけて複数配置された主桁パネルと、橋軸直角方向に隣り合う前記主桁パネルの前記第１底鋼板同士の間に配置された第２底鋼板を有する中間パネルと、前記主桁パネル上および前記中間パネル上に設けられたコンクリート床版と、を備え、前記主桁パネルは、前記第１底鋼板の上面に、橋軸方向に間隔をあけて複数配置されて前記コンクリート床版と一体に結合され、橋軸直角方向に前記第１底鋼板の全域に延びる第１横リブを更に有し、前記中間パネルは、前記第２底鋼板の上面に、橋軸方向に間隔をあけて、かつ、前記第１横リブに対して橋軸方向にずらされるように複数配置されて前記コンクリート床版と一体に結合され、橋軸直角方向に延びる第２横リブを更に有し、前記第２横リブは、前記第２底鋼板の橋軸直角方向の端部から、前記第１底鋼板の上面に向けて突出し、前記第１横リブおよび前記第２横リブにはそれぞれ、橋軸方向に貫かれた貫通孔が橋軸直角方向に間隔をあけて複数形成されていることを特徴とする。 In order to solve the above problems, a composite panel structure according to the present invention has first bottom steel plates placed on the upper surfaces of a plurality of main girders extending in the bridge axis direction of a bridge, and is spaced apart in the direction perpendicular to the bridge axis. a plurality of main girder panels spaced apart; an intermediate panel having a second bottom steel plate disposed between the first bottom steel plates of the main girder panels adjacent to each other in the direction perpendicular to the bridge axis; and a concrete floor slab provided on the intermediate panel, wherein a plurality of the main girder panels are arranged on the upper surface of the first bottom steel plate at intervals in the bridge axis direction and integrated with the concrete floor slab. and extending across the first bottom steel plate in the direction perpendicular to the bridge axis, the intermediate panel being spaced apart in the bridge axis direction on the upper surface of the second bottom steel plate, and a plurality of second lateral ribs arranged so as to be displaced in the bridge axis direction with respect to the first lateral ribs, integrally coupled with the concrete floor slab, and extending in the direction perpendicular to the bridge axis; The lateral rib protrudes from the end of the second bottom steel plate in the direction perpendicular to the bridge axis toward the upper surface of the first bottom steel plate, and the first lateral rib and the second lateral rib each extend in the bridge axis direction. A plurality of through holes are formed at intervals in the direction perpendicular to the bridge axis.

この発明によれば、第１横リブおよび第２横リブにはそれぞれ、貫通孔が複数形成されている。このため、コンクリート床版と、第１横リブおよび第２横リブそれぞれと、の結合をコンクリート部材の付着力ならびに横リブのフランジがコンクリートを把持する力のみならず、貫通孔と、この貫通孔内に進入するコンクリート部材と、の橋軸直角方向の係合力により確保して、コンクリート床版と横リブとを容易かつ強固に結合することができる。 According to this invention, a plurality of through holes are formed in each of the first lateral rib and the second lateral rib. For this reason, the connection between the concrete floor slab and each of the first and second horizontal ribs is determined not only by the adhesive force of the concrete members and the force by which the flanges of the horizontal ribs grip the concrete, but also by the through holes and the through holes. It is possible to secure the engagement force in the direction perpendicular to the bridge axis with the concrete member entering inside, so that the concrete floor slab and the horizontal rib can be easily and firmly connected.

また、中間パネルの第２底鋼板の上面に配置された第２横リブが、主桁パネルの底鋼板の上面に向けて突出し、主桁パネルのコンクリート床版と一体に結合されている。このため、第２横リブの橋軸直角方向の端部が、主桁パネルのコンクリート床版に対して橋軸直角方向に係合する。すなわち、第２横リブの橋軸直角方向の端面からコンクリート床版に橋軸直角方向にせん断応力が加えられたときに、コンクリート床版のうち、第２横リブに橋軸直角方向に重なる部分によって、そのせん断応力を受け止めることができる。
これにより、貫通孔内に進入したコンクリート部材の係合力に加えて、より一層効果的にコンクリート床版と第２横リブとを容易かつ強固に結合することができる。 Also, the second horizontal ribs arranged on the top surface of the second bottom steel plate of the intermediate panel protrude toward the top surface of the bottom steel plate of the main girder panel and are integrally connected to the concrete floor slab of the main girder panel. Therefore, the ends of the second lateral ribs in the direction perpendicular to the bridge axis engage with the concrete floor slabs of the main girder panels in the direction perpendicular to the bridge axis. That is, when a shear stress is applied to the concrete floor slab in the direction perpendicular to the bridge axis from the end surface of the second transverse rib in the direction perpendicular to the bridge axis, the part of the concrete floor slab that overlaps the second transverse rib in the direction perpendicular to the bridge axis. can absorb the shear stress.
As a result, in addition to the engaging force of the concrete member entering the through-hole, the concrete floor slab and the second lateral rib can be more effectively joined easily and firmly.

前記横リブは、Ｉ型鋼であってもよい。
この場合には、横リブがＩ型鋼なので、横リブの橋軸直角方向の端部における断面積を確保して、横リブの橋軸直角方向の端部がコンクリート床版に対して与える面圧を小さくすることで、コンクリート床版が横リブから受ける橋軸直角方向の力により降伏するのを抑えることができる。 The transverse ribs may be I-shaped steel.
In this case, since the lateral ribs are I-shaped steel, the cross-sectional area at the ends of the lateral ribs in the direction perpendicular to the bridge axis is secured, and the surface pressure that the ends of the lateral ribs in the direction perpendicular to the bridge axis apply to the concrete floor slab. By reducing , it is possible to prevent the concrete slab from yielding due to the force in the direction perpendicular to the bridge axis received from the horizontal ribs.

また、前記第１横リブの貫通孔は、前記第２横リブにおける橋軸直角方向の端縁と、橋軸方向に重なる位置を回避するように形成されてもよい。
この場合には、第１横リブの貫通孔が、第２横リブにおける橋軸直角方向の端縁と、橋軸方向に重なる位置を回避するように形成されている。このため、第１横リブの貫通孔を、第２横リブの端面を橋軸方向に連ねた線上に位置するように配置した場合と比較して、第１横リブの貫通孔付近のコンクリート床版に発生するせん断応力度を小さくすることができる。 Further, the through hole of the first lateral rib may be formed so as to avoid a position overlapping the edge of the second lateral rib in the direction perpendicular to the bridge axis in the bridge axis direction.
In this case, the through hole of the first lateral rib is formed so as to avoid a position overlapping the edge of the second lateral rib perpendicular to the bridge axis in the bridge axis direction. For this reason, compared with the case where the through-hole of the first lateral rib is positioned on the line connecting the end surfaces of the second lateral ribs in the bridge axis direction, the concrete floor near the through-hole of the first lateral rib is The degree of shear stress generated in the plate can be reduced.

本発明によれば、コンクリート床版と横リブとを容易かつ強固に結合することができる。 ADVANTAGE OF THE INVENTION According to this invention, a concrete floor slab and a horizontal rib can be joined easily and firmly.

本発明の一実施形態に係る合成パネル構造の斜視図である。1 is a perspective view of a composite panel structure according to one embodiment of the invention; FIG. 図１に示す合成パネル構造における上面図である。2 is a top view of the composite panel structure shown in FIG. 1; FIG. （ａ）検証試験における実施例に係る合成パネル構造、（ｂ）検証試験における比較例に係る合成パネル構造を示す図である。(a) A composite panel structure according to an example in a verification test, and (b) a composite panel structure according to a comparative example in a verification test.

（実施形態）
以下、図１および図２を参照し、本発明の一実施形態に係る合成パネル構造１０について説明する。
本実施形態に係る合成パネル構造１０は、橋梁１の路面を構成する。橋梁１は、橋軸Ｏ１に沿う方向に延びる複数の主桁２を備えている。主桁２には、主に圧延材をＩ断面に組み立てたＩ桁鋼が採用されている。
以下の説明において、橋軸Ｏ１に沿う方向を橋軸Ｏ１方向といい、上面視で橋軸方向Ｘと直交する方向を橋軸直角方向Ｙという。 (embodiment)
1 and 2, a composite panel structure 10 according to one embodiment of the present invention will now be described.
The composite panel structure 10 according to this embodiment constitutes the road surface of the bridge 1 . The bridge 1 has a plurality of main girders 2 extending in a direction along the bridge axis O1. For the main girder 2, I girder steel, which is mainly made by assembling rolled materials into an I cross section, is adopted.
In the following description, the direction along the bridge axis O1 is called the direction of the bridge axis O1, and the direction perpendicular to the axis direction X when viewed from above is called the direction Y perpendicular to the bridge axis.

図１に示すように、合成パネル構造１０は、主桁２の上面に載置された第１底鋼板１１を有する複数の主桁パネル１２と、橋軸直角方向Ｙに隣り合う主桁パネル１２の第１底鋼板１１同士の間に配置された第２底鋼板１３を有する中間パネル１４と、を備えている。 As shown in FIG. 1, the composite panel structure 10 includes a plurality of main girder panels 12 having a first bottom steel plate 11 placed on the upper surface of the main girder 2, and main girder panels 12 adjacent to each other in the direction Y perpendicular to the bridge axis. and an intermediate panel 14 having a second bottom steel plate 13 positioned between the first bottom steel plates 11 of the second bottom steel plate 11 .

主桁パネル１２は、橋軸直角方向Ｙに間隔をあけて複数配置されている。
第１底鋼板１１および第２底鋼板１３それぞれの上面は、互いに面一となっている。図示の例では、６つの主桁２に対して、３つの主桁パネル１２が配置され、これら３つの主桁パネル１２の間に、２つの中間パネル１４が配置されている。 A plurality of main girder panels 12 are arranged at intervals in the direction Y perpendicular to the bridge axis.
The upper surfaces of the first bottom steel plate 11 and the second bottom steel plate 13 are flush with each other. In the illustrated example, three main girder panels 12 are arranged for six main girder panels 2 , and two intermediate panels 14 are arranged between these three main girder panels 12 .

合成パネル構造１０は、主桁パネル１２上および中間パネル１４上に設けられたコンクリート床版１６を更に備えている。コンクリート床版１６は、主桁パネル１２上および中間パネル１４上の全域に一体に設けられている。
コンクリート床版１６は、現場打ちにより施工してもよいし、プレキャストしたコンクリート部材を敷設してもよい。コンクリート床版１６の上面にはアスファルト舗装１７が施工されている。アスファルト舗装１７の上面は、車両が走行する路面となっている。 Composite panel structure 10 further includes concrete deck slabs 16 mounted on main girder panels 12 and intermediate panels 14 . The concrete floor slab 16 is integrally provided over the main girder panel 12 and the intermediate panel 14 .
The concrete floor slab 16 may be constructed by casting on site, or may be laid with precast concrete members. An asphalt pavement 17 is constructed on the upper surface of the concrete floor slab 16 . The upper surface of the asphalt pavement 17 is a road surface on which vehicles run.

主桁パネル１２は、第１底鋼板１１の上面に、橋軸方向Ｘに間隔をあけて複数配置されてコンクリート床版１６と一体に結合された第１横リブ１５Ａを更に備えている。
第１横リブ１５Ａは、橋軸直角方向Ｙに第１底鋼板１１の全域に延びている。第１横リブ１５Ａには、圧延材のＩ型鋼が採用されている。 The main girder panel 12 further includes a plurality of first horizontal ribs 15A arranged on the upper surface of the first bottom steel plate 11 at intervals in the bridge axis direction X and integrally connected to the concrete floor slab 16 .
The first lateral rib 15A extends over the entire area of the first bottom steel plate 11 in the direction Y perpendicular to the bridge axis. Rolled I-shaped steel is used for the first horizontal rib 15A.

中間パネル１４は、第２底鋼板１３の上面に、橋軸方向Ｘに間隔をあけて、かつ、第１横リブ１５Ａに対して橋軸方向Ｘにずらされるように複数配置された第２横リブ１５Ｂを更に備えている。
第２横リブ１５Ｂは、コンクリート床版１６と一体に結合され、橋軸直角方向Ｙに延びている。第２横リブ１５Ｂには、圧延材のＩ型鋼が採用されている。 A plurality of intermediate panels 14 are arranged on the upper surface of the second bottom steel plate 13 so as to be spaced apart in the bridge axis direction X and to be shifted in the bridge axis direction X with respect to the first horizontal ribs 15A. It further comprises ribs 15B.
The second lateral rib 15B is integrally connected to the concrete floor slab 16 and extends in the direction Y perpendicular to the bridge axis. Rolled I-shaped steel is used for the second horizontal rib 15B.

第１横リブ１５Ａと第２横リブ１５Ｂとは、橋軸方向Ｘに間隔をあけて交互に配置されている。第１横リブ１５Ａと第２横リブ１５Ｂとの間の橋軸方向Ｘの間隔は、等間隔となっている。第１横リブ１５Ａと第２横リブ１５Ｂとの間の橋軸方向Ｘの間隔は、例えば１５０ｍｍとなっている。 The first lateral ribs 15A and the second lateral ribs 15B are alternately arranged with a gap in the bridge axis direction X. As shown in FIG. The interval in the bridge axial direction X between the first lateral rib 15A and the second lateral rib 15B is equal. The interval in the bridge axial direction X between the first lateral rib 15A and the second lateral rib 15B is, for example, 150 mm.

第２横リブ１５Ｂは、第２底鋼板１３の橋軸直角方向Ｙの端部から、第１底鋼板１１の上面に向けて突出している。第２横リブ１５Ｂは、主桁パネル１２の上方に位置するコンクリート床版１６と一体に結合されている。 The second lateral rib 15</b>B protrudes toward the upper surface of the first bottom steel plate 11 from the end of the second bottom steel plate 13 in the direction Y perpendicular to the bridge axis. The second lateral rib 15B is integrally connected with the concrete floor slab 16 located above the main girder panel 12 .

第１横リブ１５Ａおよび第２横リブ１５Ｂにはそれぞれ、橋軸方向Ｘに貫かれた貫通孔１８が橋軸直角方向Ｙに間隔をあけて複数形成されている。
貫通孔１８は、第１横リブ１５Ａおよび第２横リブ１５Ｂそれぞれに配置されている。貫通孔１８の数量は、任意に変更することができる。 A plurality of through holes 18 extending in the bridge axis direction X are formed at intervals in the bridge axis direction Y in each of the first horizontal rib 15A and the second horizontal rib 15B.
The through holes 18 are arranged in each of the first lateral rib 15A and the second lateral rib 15B. The number of through holes 18 can be changed arbitrarily.

ここで、第１横リブ１５Ａの貫通孔１８は、第２横リブ１５Ｂにおける橋軸直角方向Ｙの端縁と、橋軸方向Ｘに重なる位置を回避するように形成されている。言い換えると、第１横リブ１５Ａの貫通孔１８は、第２横リブ１５Ｂの端面を橋軸方向Ｘに連ねた線上には配置されていない。 Here, the through hole 18 of the first lateral rib 15A is formed so as to avoid a position where it overlaps in the longitudinal direction X with the edge of the second lateral rib 15B in the direction Y perpendicular to the longitudinal direction. In other words, the through holes 18 of the first lateral ribs 15A are not arranged on the line connecting the end surfaces of the second lateral ribs 15B in the axial direction X.

次に、図２を用いて、合成パネル構造１０に生じる外力について説明する。
図２に示す状態において、例えば路面を車両が走行すると、主桁パネル１２および中間パネル１４には、車両の重量により曲げモーメントおよびせん断力が発生する。
このように発生したせん断力に対向して、図２で矢印Ａ１に示すように、第１横リブ１５Ａおよび第２横リブ１５Ｂそれぞれに形成された貫通孔１８と、貫通孔１８内のコンクリート部材と、の間に橋軸直角方向Ｙの係合力が生じる。
また、図２で矢印Ａ２に示すように、図２横リブ１５の橋軸直角方向Ｙの端部と、コンクリート床版１６と、の間に係合力が生じる。このようにして、コンクリート床版１６が、前述した橋軸直角方向Ｙのせん断力に対抗する。 Next, an external force generated in the synthetic panel structure 10 will be described with reference to FIG.
In the state shown in FIG. 2, for example, when the vehicle runs on a road surface, bending moment and shear force are generated in the main girder panel 12 and intermediate panel 14 due to the weight of the vehicle.
Through holes 18 formed in each of the first lateral ribs 15A and second lateral ribs 15B and the concrete members in the through holes 18 are opposed to the shear force generated in this manner, as indicated by the arrow A1 in FIG. , and an engaging force in the direction Y perpendicular to the bridge axis is generated.
Further, as indicated by arrow A2 in FIG. 2, an engaging force is generated between the end portion of the horizontal rib 15 in FIG. In this manner, the concrete floor slab 16 resists the shear force in the direction Y perpendicular to the bridge axis.

以上説明したように、本実施形態に係る合成パネル構造１０によれば、第１横リブ１５Ａおよび第２横リブ１５Ｂにはそれぞれ、貫通孔１８が複数形成されている。このため、コンクリート床版１６と、第１横リブ１５Ａおよび第２横リブ１５Ｂそれぞれと、の結合をコンクリート部材の付着力ならびに横リブ１５Ａ、１５Ｂのフランジがコンクリートを把持する力のみならず、貫通孔１８と、この貫通孔１８内に進入するコンクリート部材と、の橋軸直角方向Ｙの係合力により確保して、コンクリート床版１６と横リブ１５とを容易かつ強固に結合することができる。 As described above, according to the composite panel structure 10 according to this embodiment, a plurality of through holes 18 are formed in each of the first horizontal ribs 15A and the second horizontal ribs 15B. For this reason, the connection between the concrete floor slab 16 and each of the first horizontal ribs 15A and the second horizontal ribs 15B is determined not only by the adhesive force of the concrete members and the force by which the flanges of the horizontal ribs 15A and 15B grip the concrete, but also by the penetrating force. The engagement force in the direction Y perpendicular to the bridge axis between the hole 18 and the concrete member entering the through-hole 18 ensures that the concrete floor slab 16 and the lateral rib 15 can be easily and firmly connected.

また、中間パネル１４の第２底鋼板１３の上面に配置された第２横リブ１５Ｂが、主桁パネル１２の底鋼板の上面に向けて突出し、主桁パネル１２のコンクリート床版１６と一体に結合されている。このため、第２横リブ１５Ｂの橋軸直角方向Ｙの端部が、主桁パネル１２のコンクリート床版１６に対して橋軸直角方向Ｙに係合する。 In addition, the second horizontal ribs 15B arranged on the upper surface of the second bottom steel plate 13 of the intermediate panel 14 protrude toward the top surface of the bottom steel plate of the main girder panel 12, and are integrated with the concrete floor slab 16 of the main girder panel 12. Combined. Therefore, the end of the second lateral rib 15B in the direction Y perpendicular to the bridge axis engages the concrete floor slab 16 of the main girder panel 12 in the direction Y perpendicular to the bridge axis.

すなわち、第２横リブ１５Ｂの橋軸直角方向の端面からコンクリート床版１６に橋軸直角方向にせん断応力が加えられたときに、コンクリート床版１６のうち、第２横リブ１５Ｂに橋軸直角方向に重なる部分によって、そのせん断応力を受け止めることができる。
これにより、貫通孔内に進入したコンクリート部材の係合力に加えて、より一層効果的にコンクリート床版１６と第２横リブ１５Ｂとを容易かつ強固に結合することができる。 That is, when a shear stress is applied to the concrete floor slab 16 in the direction perpendicular to the bridge axis from the end surface of the second lateral rib 15B in the direction perpendicular to the bridge axis, the second lateral rib 15B of the concrete floor 16 is sheared in the direction perpendicular to the bridge axis. The shear stress can be accommodated by the directional overlapping portions.
As a result, the concrete floor slab 16 and the second horizontal rib 15B can be more effectively joined easily and firmly in addition to the engaging force of the concrete member entering the through hole.

また、横リブ１５がＩ型鋼なので、横リブ１５の橋軸直角方向Ｙの端部における断面積を確保して、横リブ１５の橋軸直角方向Ｙの端部がコンクリート床版１６に対して与える面圧を小さくすることで、コンクリート床版１６が横リブ１５から受ける橋軸直角方向Ｙの力により降伏するのを抑えることができる。 In addition, since the horizontal ribs 15 are I-shaped steel, the cross-sectional area of the ends of the horizontal ribs 15 in the direction Y perpendicular to the bridge axis is secured so that the ends of the horizontal ribs 15 in the direction Y perpendicular to the bridge axis are placed against the concrete floor slab 16. By reducing the applied surface pressure, it is possible to prevent the concrete floor slab 16 from yielding due to the force in the direction Y perpendicular to the bridge axis received from the horizontal ribs 15 .

また、第１横リブ１５Ａの貫通孔１８が、第２横リブ１５Ｂにおける橋軸直角方向Ｙの端縁と、橋軸方向Ｘに重なる位置を回避するように形成されている。このため、第１横リブ１５Ａの貫通孔１８を、第２横リブ１５Ｂの端面を橋軸方向Ｘに連ねた線上に位置するように配置した場合と比較して、第１横リブ１５Ａの貫通孔１８付近のコンクリート床版１６に発生するせん断応力度を小さくすることができる。 Further, the through hole 18 of the first lateral rib 15A is formed so as to avoid a position where it overlaps in the longitudinal direction X with the edge of the second lateral rib 15B in the direction Y perpendicular to the longitudinal direction. For this reason, compared with the case where the through holes 18 of the first lateral ribs 15A are positioned on the line connecting the end surfaces of the second lateral ribs 15B in the bridge axial direction X, the penetration of the first lateral ribs 15A is reduced. The degree of shear stress generated in the concrete floor slab 16 near the hole 18 can be reduced.

（検証試験）
以下、図３を用いて本発明の効果を確認するための検証試験について説明する。
この検証試験では、実施例として図３（ａ）に示すような本実施形態に係る合成パネル構造１０を採用した。また、比較例として、図３（ｂ）に示すような第１横リブ１５Ａの貫通孔１８を、第２横リブ１５Ｂの端面を橋軸方向Ｘに連ねた線上に位置するように配置した構成１０Ｂを採用した。
そして、実施例および比較例それぞれについて、内部に発生するせん断応力度を数値解析により評価した。 (verification test)
A verification test for confirming the effect of the present invention will be described below with reference to FIG.
In this verification test, a composite panel structure 10 according to the present embodiment as shown in FIG. 3(a) was adopted as an example. As a comparative example, the through holes 18 of the first lateral ribs 15A as shown in FIG. 10B was adopted.
Then, for each of the examples and the comparative examples, the degree of shear stress generated inside was evaluated by numerical analysis.

その結果、実施例に係る合成パネル構造では、第２横リブ１５Ｂの端面を橋軸方向Ｘに連ねた線上に位置する第１横リブ付近のコンクリート床版１６に、約０．２Ｎ／ｍｍ２のせん断応力度が発生することが数値解析により確認された。
これに対して、比較例に係る合成パネル構造では、第１横リブ１５Ａの貫通孔１８付近のコンクリート床版１６のうち、図３に示すＳ部に対応する箇所に、約１．０Ｎ／ｍｍ２のせん断応力度が発生することが確認された。
これらの結果により、第１横リブ１５Ａの貫通孔１８が、第２横リブ１５Ｂにおける橋軸直角方向Ｙの端縁と、橋軸方向Ｘに重なる位置を回避するように形成することで、コンクリート床版１６に発生するせん断応力度を小さくすることができることが確認された。 As a result, in the composite panel structure according to the example, about 0.2 N/mm 2 was applied to the concrete floor slab 16 near the first lateral rib located on the line connecting the end faces of the second lateral ribs 15B in the bridge axis direction X. It was confirmed by numerical analysis that a shear stress of
On the other hand, in the composite panel structure according to the comparative example, about 1.0 N/mm tension was applied to the portion corresponding to the S portion shown in FIG. A shear stress intensity of 2 was found to occur.
Based on these results, the through holes 18 of the first horizontal ribs 15A are formed so as to avoid overlapping the ends of the second horizontal ribs 15B in the direction Y perpendicular to the bridge axis in the direction X of the bridge axis. It was confirmed that the degree of shear stress generated in the floor slab 16 can be reduced.

なお、本発明の技術的範囲は前記実施形態に限定されるものではなく、本発明の趣旨を逸脱しない範囲において種々の変更を加えることができる。 The technical scope of the present invention is not limited to the above embodiments, and various modifications can be made without departing from the gist of the present invention.

例えば、上記実施形態においては、３つの主桁パネル１２の間に２つの中間パネル１４が配置された構成を示したが、このような態様に限られない。主桁パネル１２と中間パネル１４の数量は任意に変更することができる。 For example, in the above-described embodiment, the configuration in which the two intermediate panels 14 are arranged between the three main girder panels 12 is shown, but the configuration is not limited to this. The number of main girder panels 12 and intermediate panels 14 can be changed arbitrarily.

その他、本発明の趣旨を逸脱しない範囲で、上記した実施の形態における構成要素を周知の構成要素に置き換えることは適宜可能であり、また、上記した変形例を適宜組み合わせてもよい。 In addition, it is possible to appropriately replace the components in the above-described embodiment with well-known components without departing from the gist of the present invention, and the above-described modifications may be combined as appropriate.

１ 橋梁
２ 主桁
１０ 合成パネル構造
１１ 第１底鋼板
１２ 主桁パネル
１３ 第２底鋼板
１４ 中間パネル
１５Ａ 第１横リブ
１５Ｂ 第２横リブ
１６ コンクリート床版
１８ 貫通孔 1 Bridge 2 Main Girder 10 Composite Panel Structure 11 First Bottom Steel Plate 12 Main Girder Panel 13 Second Bottom Steel Plate 14 Intermediate Panel 15A First Horizontal Rib 15B Second Horizontal Rib 16 Concrete Floor Slab 18 Through Hole

Claims (2)

橋梁の橋軸方向に延びる複数の主桁の上面に載置された第１底鋼板を有し、橋軸直角方向に間隔をあけて複数配置された主桁パネルと、
橋軸直角方向に隣り合う前記主桁パネルの前記第１底鋼板同士の間に配置された第２底鋼板を有する中間パネルと、
前記主桁パネル上および前記中間パネル上に設けられたコンクリート床版と、を備え、
前記主桁パネルは、前記第１底鋼板の上面に、橋軸方向に間隔をあけて複数配置されて前記コンクリート床版と一体に結合され、橋軸直角方向に前記第１底鋼板の全域に延びる第１横リブを更に有し、
前記中間パネルは、前記第２底鋼板の上面に、橋軸方向に間隔をあけて、かつ、前記第１横リブに対して橋軸方向にずらされて前記第１横リブと橋軸直角方向に重なる位置を回避するように複数配置されて前記コンクリート床版と一体に結合され、橋軸直角方向に延びる第２横リブを更に有し、
前記第２横リブは、前記第２底鋼板の橋軸直角方向の端部から、前記第１底鋼板の上面に向けて突出し、
前記第２横リブのうち、前記第２底鋼板から前記第１底鋼板に突出する部分は、橋軸方向に並ぶ２つの前記第１横リブの間に配置され、
前記第１底鋼板の上面における前記２つの前記第１横リブの間には、前記第１底鋼板の上面にのみ固定された他の横リブが配置されておらず、
前記第１横リブおよび前記第２横リブにはそれぞれ、橋軸方向に貫かれた貫通孔が橋軸直角方向に間隔をあけて複数形成され、
前記２つの前記第１横リブにおける橋軸直角方向の端縁に最も近い貫通孔は、これらの両第１横リブの間に配置され、かつ、前記端縁に橋軸方向で対向する前記第２横リブにおける橋軸直角方向の端縁と、橋軸方向に重なる位置を回避するように形成されていることを特徴とする合成パネル構造。 a plurality of main girder panels having first bottom steel plates mounted on the upper surfaces of a plurality of main girders extending in the direction of the bridge axis of the bridge and arranged at intervals in the direction perpendicular to the axis of the bridge;
an intermediate panel having a second bottom steel plate disposed between the first bottom steel plates of the main girder panels adjacent in the direction perpendicular to the bridge axis;
a concrete floor slab provided on the main girder panel and on the intermediate panel;
A plurality of the main girder panels are arranged on the upper surface of the first bottom steel plate at intervals in the bridge axis direction and are integrally connected to the concrete floor slab, and extend across the entire area of the first bottom steel plate in the direction perpendicular to the bridge axis. further comprising an extending first transverse rib;
The intermediate panels are provided on the upper surface of the second bottom steel plate at intervals in the bridge axis direction and are shifted in the bridge axis direction with respect to the first horizontal ribs in a direction perpendicular to the bridge axis and the first horizontal ribs. A plurality of second lateral ribs are arranged so as to avoid overlapping positions, are integrally connected to the concrete floor slab, and extend in the direction perpendicular to the bridge axis,
The second lateral rib protrudes from the end of the second bottom steel plate in the direction perpendicular to the bridge axis toward the upper surface of the first bottom steel plate,
A portion of the second lateral rib that projects from the second bottom steel plate to the first bottom steel plate is disposed between the two first lateral ribs aligned in the bridge axis direction,
Between the two first horizontal ribs on the upper surface of the first bottom steel plate, no other horizontal rib fixed only to the upper surface of the first bottom steel plate is arranged,
Each of the first lateral rib and the second lateral rib is formed with a plurality of through holes penetrating in the direction of the bridge axis and spaced apart in the direction perpendicular to the axis of the bridge ,
The through hole closest to the edge of the two first horizontal ribs in the direction perpendicular to the bridge axis is disposed between the two first horizontal ribs and faces the edge in the bridge axis direction. A synthetic panel structure characterized by being formed so as to avoid overlapping positions in the bridge axis direction with edges in the direction perpendicular to the bridge axis of two lateral ribs . 前記第１横リブおよび前記第２横リブは、Ｉ型鋼であることを特徴とする請求項１に記載の合成パネル構造。 2. The composite panel structure of claim 1, wherein said first transverse rib and said second transverse rib are I-beam steel.
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JP3908642B2 (en) 2002-10-15 2007-04-25 新日本製鐵株式会社 Composite panel structure and panel bridge structure and construction method of continuous composite girder bridge
JP2007113208A (en) 2005-10-18 2007-05-10 Metropolitan Expressway Co Ltd Longitudinal rib composite floor slab
JP2009102826A (en) 2007-10-22 2009-05-14 Mitsui Eng & Shipbuild Co Ltd Reinforced concrete composite steel slab girder bridge

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JP3908642B2 (en) 2002-10-15 2007-04-25 新日本製鐵株式会社 Composite panel structure and panel bridge structure and construction method of continuous composite girder bridge
JP2007113208A (en) 2005-10-18 2007-05-10 Metropolitan Expressway Co Ltd Longitudinal rib composite floor slab
JP2009102826A (en) 2007-10-22 2009-05-14 Mitsui Eng & Shipbuild Co Ltd Reinforced concrete composite steel slab girder bridge

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