JP4969116B2

JP4969116B2 - Connected structure of concrete girder

Info

Publication number: JP4969116B2
Application number: JP2006057814A
Authority: JP
Inventors: 繁樹渡辺; 茂美佐藤; 晴彦松崎; 亮介好竹
Original assignee: 鉄建建設株式会社
Priority date: 2006-03-03
Filing date: 2006-03-03
Publication date: 2012-07-04
Anticipated expiration: 2026-03-03
Also published as: JP2007231694A

Description

本発明は、例えば鉄道用レ−ルの敷設用ＰＣ桁または道路若しくは橋梁のＰＣ床版、建築物のスラブとその連結に好適で、連結するＰＣ桁等の移動と移動スペ−スの確保を要することなく、またＰＣ桁や施工上の誤差を吸収かつ許容して容易かつ合理的に施工でき、工期の短縮化と工費の低減を図れるとともに、確実かつ精密に連結し、しかも軌道の曲線区間や勾配区間の施工にも応じられる、コンクリ−ト桁の連結構造に関する。 The present invention is, for example, railway les - Le laying PC digit or road or bridge of PC slabs of suitable slab and its consolidated buildings, mobile space with the movement of the PC digits like connecting - secure scan In addition, it can be easily and rationally constructed by absorbing and tolerating PC girders and construction errors, shortening the construction period and reducing construction costs, and connecting them reliably and precisely, and also the trajectory curve It relates to the connecting structure of concrete girder that can be applied to construction of sections and slope sections.

例えば道路用橋梁に使用されるプレキャストコンクリ−ト床板の接続方法として、平面矩形のプレキャストコンクリ−ト床板の両側の短辺に地覆を突設し、長辺側の両側に湾曲径を異にするフック筋を突設し、大きな湾曲径のフック筋の下部を載置部に埋設し、該載置部のフック筋間に凹部を形成し、その接続に際して、プレキャストコンクリ−ト床板の長辺側を突き合わせて並べ、隣接する大小の湾曲径のフック筋によってル−プを形成し、該ル−プの間隙部に主筋を挿入し、当該部にコンクリ−トを打設して、接続したものがある（例えば、特許文献１参照）。 For example, as a method of connecting precast concrete floor boards used for road bridges, ground cover is projected on the short sides on both sides of the flat rectangular precast concrete floor boards, and the curved diameters are different on both sides of the long sides. The hook bars projecting, the lower part of the hook bars having a large bending diameter are embedded in the mounting part, and a recess is formed between the hook bars of the mounting part, and the long side of the precast concrete floor board is connected at the time of connection A loop is formed by adjoining hooks of large and small curved diameters, a main bar is inserted into the gap of the loop, and a concrete is placed in the part to connect them. There are some (see, for example, Patent Document 1).

しかし、前記プレキャストコンクリ−ト床板は、コンクリ−ト板の両側に湾曲径を異にするフック筋を突設し、このうち大きな湾曲径のフック筋の下部を載置部に埋設し、該載置部に凹凸を形成しているため、構造が複雑で製作に手間が掛かり、またその接続に主筋の挿入やコンクリ−トの打設を要して、作業が煩雑で手間が掛かる問題があった。 However, the precast concrete floor board has hook bars with different bending diameters protruding on both sides of the concrete board, and the lower part of the hook bars with a large bending diameter is embedded in the mounting portion, Since the mounting part is uneven, the structure is complicated and it takes time to manufacture, and there is a problem that the work is complicated and time-consuming because it requires insertion of the main bar or placing concrete for the connection. It was.

このような問題を解決するものとして、プレキャストコンクリ−トブロックのそれぞれにＵ字形状の鉄筋を埋設し、該鉄筋の湾曲部に係止金具を係合し、これらの係止金具をボルト・ナットで連結して、二つのプレキャストコンクリ−トブロックを接続するものがある（例えば、特許文献２参照）。 In order to solve such a problem, U-shaped reinforcing bars are embedded in each of the precast concrete blocks, locking metal fittings are engaged with the curved portions of the reinforcing bars, and these locking metal fittings are bolts and nuts. Some are connected to connect two precast concrete blocks (see, for example, Patent Document 2).

しかし、前記プレキャストコンクリ−トブロックは、Ｕ字形状の鉄筋の埋設や複雑な係止金具の製作を要して高価になり、またその接続時は狭小な鉄筋のスペ−ス内でのボルト・ナットの緊締作業を強いられるため、作業性が悪いという問題があった。 However, the precast concrete block is expensive due to the need for embedding U-shaped rebars and the manufacture of complicated locking metal fittings, and when connecting, bolts and nuts in a narrow rebar space There was a problem that workability was poor because of being forced to tighten.

また、プレキャストコンクリ−トブロックの他の接続方法として、プレキャストコンクリ−トブロックの接合端面にＴ字形状の連結材挿入部を形成し、該連結材挿入部を突き合わせ、これらにＩ字形断面の連結鋼材を挿入し、その隙間に充填材を充填して固化し、二つのプレキャストコンクリ−トブロックを接続するものがある（例えば、特許文献３参照）。 Further, as another connection method of the precast concrete block, a T-shaped connecting material insertion portion is formed on the joining end face of the precast concrete block, the connecting material insertion portion is butted, and a connecting steel material having an I-shaped cross section is attached to these. There is one that is inserted, filled with a filler in the gap and solidified, and connects two precast concrete blocks (for example, see Patent Document 3).

しかし、前記プレキャストコンクリ−トブロックは、接合端面に精密な平滑加工を要するとともに、連結鋼材による連結強度に不安があり、経年的にガタツキを生じ易いという問題があった。 However, the above-mentioned precast concrete block has a problem that it requires precise smooth processing on the joining end face and is uneasy about the connection strength due to the connection steel material, and is likely to cause rattling over time.

一方、鉄道用レ−ルの敷設用ＰＣ桁の接続方法として、二つのＰＣ桁の接合端面を突き合わせ、これらにＰＣ鋼材を貫通してナット締めして、これらのＰＣ桁を接続するものがある（例えば、特許文献４参照）。 On the other hand, as a method of connecting PC girders for laying railroad rails, there is a method of connecting these PC girders by butting joint end surfaces of two PC girders, penetrating a PC steel material and fastening them with nuts. (For example, refer to Patent Document 4).

しかし、前記の接続方法は、長尺かつ高価なＰＣ鋼材と、ＰＣ鋼材の挿入スペ−スを要するとともに、ＰＣ鋼材の緊締によって二つのＰＣ桁を引き寄せるため、ＰＣ桁の移動スペ−スを要し、それだけ広い作業スペ−スを要するとともに、ＰＣ鋼材を貫通して配置する構造上、軌道の曲線区間や勾配区間の施工には応じられないという問題があった。 However, the above connecting method requires a long and expensive PC steel material and an insertion space for the PC steel material, and the two PC girders are pulled together by tightening the PC steel material. However, there is a problem that a large work space is required, and the construction of the curved section and the gradient section of the track cannot be satisfied due to the structure in which the PC steel material is disposed through.

特許第３１７６３０９号公報Japanese Patent No. 3176309 特開平１０−１４０６７０号公報Japanese Patent Laid-Open No. 10-140670 特開平１０−２９９１００号公報Japanese Patent Laid-Open No. 10-299100 特開２００４−２６３５５１号公報JP 2004-263551 A

本発明はこのような問題を解決し、例えば鉄道用レ−ルの敷設用ＰＣ桁または道路若しくは橋梁のＰＣ床版、建築物のスラブとその連結に好適で、連結するＰＣ桁等の移動と移動スペ−スの確保を要することなく、またＰＣ桁や施工上の誤差を吸収かつ許容して容易かつ合理的に施工でき、工期の短縮化と工費の低減を図れるとともに、確実かつ精密に連結し、しかも軌道の曲線区間や勾配区間の施工にも応じられる、コンクリ−ト桁の連結構造を提供することを目的とする。 The present invention solves this problem, for example railway les - Le laying PC digit or road or bridge of PC slabs of suitable slab and its consolidated buildings, the movement of the PC digits like connecting It is possible to construct easily and rationally without the need of securing a moving space and absorbing and allowing errors in PC girders and construction, shortening the construction period and reducing construction costs, and reliably and accurately. An object of the present invention is to provide a connecting structure for a concrete girder that can be connected to each other and can be applied to the construction of a curved section or a gradient section of a track.

請求項１の発明は、一対の鉄筋コンクリ−ト製の主桁内部に連結枠を長さ方向に埋設し、該連結枠の一端を主桁の相対する接合側端部に突設し、各連結枠の一端部を接続具を介して連結し、該連結枠の一端部を主桁の接合側端部間に充填したコンクリ−トに埋設したコンクリ−ト桁の連結構造において、前記主桁の断面を略Ｌ字形状に形成し、その凸部と段部の接合側端部のそれぞれに主桁の幅より若干長尺の連結枠を埋設するとともに、前記主桁の凸部と段部の接合側端部の離間距離を相違させて配置し、これらの接合側端部間に充填したコンクリ−トに前記二つの連結枠の一端部を埋設し、例えば鉄道用レ−ルの敷設用ＰＣ桁または道路若しくは橋梁のＰＣ床版、建築物のスラブ等の連結に好適で、連結枠用材の低廉化とその埋設作業の容易化を図れ、工期の短縮化と工費の低減を図れるとともに、主桁とその接合側端部間の強度を強化し得るようにしている。
請求項２の発明は、凸部の接合側端部の離間距離を、段部の接合側端部の離間距離よりも広く形成し、凸部側に配置した連結枠の連結強度を、段部側に配置した連結枠の連結強度よりも大きくすることによって実現し、連結枠の連結強度に応じて前記離間距離を合理的に設定し得るようにしている。
請求項３の発明は、凸部と段部の接合側端部の境界部に張出段部を形成し、打設コンクリ−トの結合力を強化して、境界部の強度を強化し得るようにしている。 In the first aspect of the present invention , a connecting frame is embedded in the longitudinal direction inside a pair of reinforcing bar concrete main girders, and one end of the connecting frame protrudes from a joint side end of the main girders, In the connecting structure of a concrete girder in which one end of the coupling frame is coupled via a connector, and the one end of the coupling frame is embedded in a concrete filled between the joint side end parts of the main girder. The cross section of the main girder is formed in a substantially L shape, and a connecting frame slightly longer than the width of the main girder is embedded in each of the convex side and the joint side end of the step part, and the convex part and the step part of the main girder Are arranged with different separation distances at the joining side end portions, and one end portions of the two connecting frames are embedded in a concrete filled between the joining side end portions, for example, for laying railroad rails. Suitable for connecting PC girders or PC floor slabs of roads or bridges, slabs of buildings, etc. Hakare squid, with attained to reduce the construction period shortening and construction costs, and thus may enhance the strength between the main girder and its joint end.
The invention of claim 2 is such that the separation distance of the joint-side end portion of the convex portion is formed wider than the separation distance of the joint-side end portion of the step portion, and the connection strength of the connection frame disposed on the convex portion side is This is realized by making it larger than the connection strength of the connection frame arranged on the side, and the separation distance can be set rationally according to the connection strength of the connection frame .
The invention according to claim 3 can form an overhanging step portion at the boundary portion of the joint side end portion of the convex portion and the step portion, and can reinforce the bonding strength of the placing concrete to enhance the strength of the boundary portion. I am doing so.

請求項４の発明は、各連結枠の断面形状を略コ字形状に形成し、かつこれらを離間して対向配置し、凸部と段部の強度ないし剛性を維持しつつ、主桁全体の強度を維持し、負荷に対し主桁を安全かつ安定して支持し得るようにしている。
請求項５の発明は、二つの連結枠の一端部を突設した一対の主桁の接合側端部を平面的に交差して配置し、これらを連結して、鉄道車両の曲線走行区間の施工に好適にしている According to the invention of claim 4, the cross-sectional shape of each connecting frame is formed in a substantially U-shape, and these are spaced apart from each other so as to maintain the strength and rigidity of the convex portion and the step portion, while maintaining the entire main girder. The strength is maintained and the main girder can be supported safely and stably with respect to the load .
In the invention of claim 5, the joint side end portions of the pair of main girders provided with projecting one end portions of the two connecting frames are arranged so as to intersect with each other, and these are connected to each other in the curved traveling section of the railway vehicle. Suitable for construction

請求項１の発明は、主桁の断面を略Ｌ字形状に形成し、その凸部と段部の接合側端部のそれぞれに主桁の幅より若干長尺の連結枠を埋設するとともに、前記主桁の凸部と段部の接合側端部の離間距離を相違させて配置し、これらの接合側端部間に充填したコンクリ−トに前記二つの連結枠の一端部を埋設したから、例えば鉄道用レ−ルの敷設用ＰＣ桁または道路若しくは橋梁のＰＣ床版、建築物のスラブ等の連結に好適で、連結枠用材の低廉化とその埋設作業の容易化を図れ、工期の短縮化と工費の低減を図れるとともに、主桁とその接合側端部間の強度を強化することができる。
請求項２の発明は、凸部の接合側端部の離間距離を、段部の接合側端部の離間距離よりも広く形成して、凸部側に配置した連結枠の連結強度を、段部側に配置した連結枠の連結強度よりも大きくして実現し、連結枠の連結強度に応じて前記離間距離を合理的に設定することができる。 In the invention of claim 1, the cross section of the main girder is formed in a substantially L shape, and a connecting frame slightly longer than the width of the main girder is embedded in each of the convex side and the stepped side joining side end, Since the protrusions of the main girder are arranged with different separation distances between the joining side end portions of the stepped portions, and the one end portions of the two connecting frames are embedded in the concrete filled between these joining side end portions. For example, it is suitable for connecting PC girders for laying railroad rails, PC floor slabs for roads or bridges, slabs for buildings, etc., and it is possible to reduce the cost of connecting frame materials and facilitate their burial work. While shortening and reduction of a construction cost can be aimed at, the intensity | strength between a main girder and its junction side edge part can be strengthened .
In the invention of claim 2, the separation distance of the joint side end of the convex part is formed wider than the separation distance of the joint side end part of the step part, and the connection strength of the connection frame arranged on the convex part side is The separation distance can be set rationally according to the connection strength of the connection frame .

請求項３の発明は、凸部と段部の接合側端部の境界部に張出段部を形成したから、打設コンクリ−トの結合力を強化し、境界部の強度を強化することができる。
請求項４の発明は、各連結枠の断面形状を略コ字形状に形成し、かつこれらを離間して対向配置し、凸部と段部の強度ないし剛性を維持しつつ、主桁全体の強度を維持し、負荷に対し主桁を安全かつ安定して支持することができる。
請求項５の発明は、二つの連結枠の一端部を突設した一対の主桁の接合側端部を平面的に交差して配置し、これらを連結したから、鉄道車両の曲線走行区間の施工に好適な効果がある。 In the invention of claim 3 , since the overhanging step portion is formed at the boundary portion of the joint side end portion between the convex portion and the step portion, the bonding strength of the placing concrete is strengthened and the strength of the boundary portion is strengthened. Can do.
According to the invention of claim 4 , the cross-sectional shape of each connecting frame is formed in a substantially U-shape, and these are spaced apart from each other so as to maintain the strength and rigidity of the convex portion and the step portion, while maintaining the entire main girder. The strength can be maintained and the main girder can be supported safely and stably against the load .
In the invention of claim 5, the joint side end portions of the pair of main girders projecting one end portions of the two connecting frames are arranged so as to intersect with each other, and these are connected. There is an effect suitable for construction .

以下、本発明をコンクリ−ト桁として、鉄道高架橋に施工するＰＣ（プレストレスコンクリ−ト）桁に適用した図示の実施形態について説明すると、図１乃至図１３において１は鉄道高架橋上に架設されたプレキャストコンクリ−ト製の床版で、該床版１上に緩衝シ−ト（図示略）を介して、コンクリ−ト桁である左右一対の主桁２，３と４，５とを床版１の長さ方向に敷設して連結している。
前記主桁２，３および４，５は実質的に同一に構成され、その各一対を向き合わせて離間して配置し、また床版１の長さ方向に主桁２，４と３，５の端面を向き合わせて離間して配置している。 DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS A description will now be given of the illustrated embodiment in which the present invention is applied to a PC (prestress concrete) girder constructed on a railway viaduct as a concrete girder. In FIGS. 1 to 13, 1 is installed on the railway viaduct. A pair of left and right main girders 2, 3 and 4, 5 which are concrete girders are placed on the floor slab 1 via a buffer sheet (not shown). The plates 1 are laid in the length direction and connected.
The main girders 2, 3 and 4, 5 are configured substantially the same, and a pair of the main girders 2, 4 and 3, 5 are arranged in the longitudinal direction of the floor slab 1 so as to face each other. The end surfaces of the two are opposed and spaced apart.

前記主桁２，３および４，５の断面形状は、図２および図４のように略Ｌ字形状に形成され、その内側に幅広な平坦面の段部６〜９が形成され、その外側に凸部１０〜１３が突設されていて、前記段部６，７および８，９の間に枕木１４が掛け渡されている。
前記主桁２と段部６の接合端部、主桁３と段部７の接合端部、前記主桁４と段部８の接合端部、主桁５と段部９の接合端部の各境界部に張出段部６ａ，７ａおよび８ａ，９ａが形成され、後述する打設コンクリ−トの結合力を強化している。図中、１５は前記枕木１４の両側に敷設されたレ−ルである。 The cross-sectional shapes of the main girders 2, 3 and 4, 5 are formed in a substantially L shape as shown in FIGS. 2 and 4 , and wide flat surface steps 6 to 9 are formed on the inside thereof, and the outside thereof is formed. Convex portions 10 to 13 are provided so as to project from the stepped portions 6, 7 and 8, 9.
The joining end of the main girder 2 and the step 6, the joining end of the main girder 3 and the step 7, the joining end of the main girder 4 and the step 8, and the joining end of the main girder 5 and the step 9. Overhanging step portions 6a, 7a and 8a, 9a are formed at the respective boundary portions to reinforce the binding force of the placing concrete described later. In the figure, reference numeral 15 denotes rails laid on both sides of the sleeper 14.

前記主桁２,３および４,５の両側の接合端部側に、所定長さの金属製の連結枠１６〜２３が埋め込まれ、このうち一方の連結枠１６，１９，２０，２３は実質的に同一に構成され、これらが凸部６〜９の内部に対向して配置されている。
また、他方の連結枠１７，１８，２１，２２は実質的に同一に構成され、これらが段部１０，１１，１２，１３の内部の内端部側に互いに対称に配置されている。 Metal connection frames 16 to 23 having a predetermined length are embedded in the joint end portions on both sides of the main girders 2, 3 and 4, 5 and one of the connection frames 16, 19, 20, and 23 is substantially the same. These are configured identically, and these are arranged facing the inside of the convex portions 6 to 9.
The other connecting frames 17, 18, 21, and 22 are configured substantially the same, and these are arranged symmetrically with each other on the inner end side inside the step portions 10, 11, 12, and 13.

前記連結枠１６〜２３は略コ字形若しくはＩ字形断面に形成され、これらは三枚の鋼板を溶接して前記形状に構成され、その上下フランジ部を平行に配置し、該フランジ部の端部側の間にウェブ部を垂直に配置して連結している。
このうち、凸部１０〜１３側に配置する連結枠１６，１９，２０，２３の上下フランジ部は、段部６〜９側に配置する連結枠１７，１８，２１，２２の上下フランジ部の板厚よりも肉厚に形成して、その強度を増強し、それ以外は同形同大に形成している。 The connecting frames 16 to 23 are formed in a substantially U-shaped or I-shaped cross section, which are formed into the shape by welding three steel plates, and the upper and lower flange portions are arranged in parallel, and the end portions of the flange portions The web portions are arranged vertically and connected between the sides.
Among these, the upper and lower flange portions of the connecting frames 16, 19, 20, and 23 arranged on the convex portions 10 to 13 side are the upper and lower flange portions of the connecting frames 17, 18, 21, and 22 arranged on the step portions 6 to 9 side. formed thicker than the plate thickness, to enhance its strength, the other are similar in size and shape.

この場合、連結枠１６〜２３を周辺部材との干渉を回避して配置設計し、市販のＨ型鋼またはＩ型鋼を利用可能にすれば、その分安価かつ容易に製作できる。 In this case, if the connecting frames 16 to 23 are arranged and designed so as to avoid interference with peripheral members, and a commercially available H-shaped steel or I-shaped steel is made available, it can be manufactured inexpensively and easily.

前記連結枠１６，１９，２０，２３の上下フランジ部上に、通孔を形成した複数のアンカ−板２４，２５が溶接して上向きに突設され、また前記連結枠１７，１８，２１，２２の上下フランジ部の内側面に、通孔を形成した複数の支持板２６，２７が溶接して突設されている。 On the upper and lower flange portions of the connection frames 16, 19, 20, 23, a plurality of anchor plates 24, 25 having through holes are welded and protruded upward, and the connection frames 17, 18, 21, A plurality of support plates 26 and 27 having through holes are welded and protruded from the inner surface of the upper and lower flange portions 22.

前記連結枠１６，１９，２０，２３のウェブ部の上下位置に透孔が形成され、該透孔と支持板２６の通孔との間に連結ロッド２８が挿入され、その両側の螺軸端部にナット２９がねじ込まれている。
また、前記アンカ−板２５と、支持板２７の各通孔との間に連結ロッド３０が挿入され、その両側の螺軸端部にナット３１がねじ込まれている。 Through holes are formed in the upper and lower positions of the web portions of the connecting frames 16, 19, 20, and 23, and connecting rods 28 are inserted between the through holes and the through holes of the support plate 26, and screw shaft ends on both sides thereof. A nut 29 is screwed into the part.
The front Symbol anchor - a plate 25, is the connecting rod 30 is inserted between each through hole of the support plate 27, a nut 31 is screwed to the screw shaft end on both sides.

図中、３２，３３は前記主桁２〜５の接合端部側内部に配置した定着板、３４，３５は前記主桁２〜５の内部に複数配置したフ−プ筋、３６〜３８は前記主桁２〜５の内部に長さ方向に配筋した主筋である。 In the figure, 32 and 33 are fixing plates arranged inside the joint end portions of the main girders 2 to 5, 34 and 35 are plural flops arranged inside the main girders 2 to 5, and 36 to 38 are The main bars are arranged in the main girder 2 to 5 in the length direction.

前記主桁２,３および４,５の接合端部の間にスペ−ス枠３９，４０が介挿され、該枠３９，４０の両側板に前記連結ロッド２８，３０の螺軸端部が突出し、該螺軸端部に前記ナット２９,３１がねじ込まれている。
前記連結ロッド２８，３０の外端部に防水キャップ４１が被着され、その内部にモルタル等の充填材４２を充填して防錆処理している。 Space frames 39, 40 are inserted between the joint ends of the main girders 2, 3, and 4, 5, and the screw shaft ends of the connecting rods 28, 30 are attached to both side plates of the frames 39, 40. The nuts 29 and 31 are screwed into the end portions of the screw shafts.
A waterproof cap 41 is attached to the outer ends of the connecting rods 28 and 30, and a filler 42 such as mortar is filled therein to prevent rust.

前記連結枠１６〜２３の接合端部は、前記主桁２，３および４，５の接合端面から突出し、前記主桁２〜５の施工時には対応する主桁２，４および２，５の間に微小な間隔４３〜４６、実施形態では１０〜４０ｍｍを設けて施工され、該間隔４３〜４６を介して主桁２〜５の形状寸法および施工誤差を吸収かつ許容可能にしている。 The joint end portions of the connecting frames 16 to 23 protrude from the joint end surfaces of the main girders 2, 3 and 4, 5 and between the corresponding main girders 2, 4 and 2, 5 when the main girders 2 to 5 are constructed. In the embodiment, the gap is constructed with a small interval 43 to 46, and in the embodiment, 10 to 40 mm. Through the interval 43 to 46, the shape dimensions and construction errors of the main girders 2 to 5 are absorbed and allowed.

前記連結枠１６〜２３の接合端部の各上下フランジ部とウェブ部に、複数のボルト挿通孔４７〜４９が形成され、その両側面に所定厚の鋼板製の接続具ないし接続板である、添接板５０〜６３が締結部材である、ボルト６４およびナット６５を介して連結されている
この場合、前記ボルト挿通孔４７〜４９を連結枠１６〜２３の長さ方向に沿う長孔に形成することも可能である。 A plurality of bolt insertion holes 47 to 49 are formed in each of the upper and lower flange portions and the web portion of the joining end portions of the connection frames 16 to 23, and are steel plate connectors or connection plates having a predetermined thickness on both side surfaces thereof. In this case, the bolt insertion holes 47 to 49 are formed as long holes along the length direction of the connection frames 16 to 23. The attachment plates 50 to 63 are connected via bolts 64 and nuts 65, which are fastening members. It is also possible to do.

前記添接板５０〜６３にボルト挿通孔（図示略）が形成され、その形状は各上下フランジ部およびウェブ部と同形に形成され、上下フランジ部の内側に取り付ける添接板を、ウェブ部の両側に分かれて大小に形成している。この場合、前記ボルト挿通孔を連結枠１６〜２３の長さ方向に長めの長孔に形成し、前記間隙４３〜４６の変化に対応させることが望ましい。 Bolt insertion holes (not shown) are formed in the attachment plates 50 to 63, and the shape thereof is the same as that of the upper and lower flange portions and the web portion. It is divided into two sides and formed into large and small. In this case, it is desirable that the bolt insertion hole is formed as a long hole that is long in the length direction of the connection frames 16 to 23 to correspond to the change in the gaps 43 to 46.

前記添接板５０〜６３の板厚は、凸部１０〜１３側に配置する連結枠１６，２０、１９，２３の上下フランジ部に用いるものを、段部６〜９側に配置する連結枠１７，２１、１８，２２の上下フランジ部に用いるものよりも若干厚肉に形成し、連結強度を増強している。
また、前記ナット６５はボルト６４よりも高さ寸法が大きいため、寸法の確保が厳しい内側の連結枠２１，２２の上フランジ部に対しては、下方からナット締めしている。 The thicknesses of the contact plates 50 to 63 are those used for the upper and lower flange portions of the connecting frames 16, 20, 19, and 23 arranged on the convex portions 10 to 13, and the connecting frames arranged on the step portions 6 to 9 side. It is formed to be slightly thicker than that used for the upper, lower, and flange portions of 17, 21, 18, and 22 to enhance the connection strength.
Further, since the nut 65 has a height dimension larger than that of the bolt 64, the nuts are tightened from below on the upper flange portions of the inner connecting frames 21, 22 whose dimensions are difficult to be secured.

前記主桁２〜５の接合端部間に保護コンクリ−ト６６，６７が打設され、これらは主桁２〜５の断面形状と同形に成形されていて、該保護コンクリ−ト６６，６７内に前記連結枠１６〜２３の接合端部と添接板５０〜６３とが埋設され、それらの防錆と剛性の向上を図っている。 Protective concrete 66, 67 is placed between the joint ends of the main girders 2-5, and these are formed in the same shape as the cross-sectional shape of the main girders 2-5, and the protective concrete 66, 67. The joint end portions of the connecting frames 16 to 23 and the attachment plates 50 to 63 are embedded in the inside thereof, thereby improving the rust prevention and rigidity.

図中、６８，６９は前記凸部１０〜１３内の上下位置と、段部６〜９内の中央位置に、それぞれ長さ方向に沿って埋設されたＰＣ鋼線、７０は前記段部６〜９上に取り付けたレ−ル固定板で、一対のボルト埋込栓７１が取り付けられている。
７２は主桁２〜５の施工位置直下に立設した支持脚で、その上部に載架枠７３を掛け渡し、該載架枠７３に主桁２〜５を直交方向に載置可能にしている。 In the figure, 68 and 69 are PC steel wires embedded along the longitudinal direction at the vertical positions in the convex portions 10 to 13 and the central positions in the step portions 6 to 9, respectively, and 70 is the step portion 6 A pair of bolt embedding plugs 71 are attached to the rail fixing plate attached to -9.
Reference numeral 72 is a support leg erected immediately below the construction position of the main girders 2 to 5, and a mounting frame 73 is stretched over the support leg so that the main girders 2 to 5 can be placed in the orthogonal direction. Yes.

このように構成した本発明のコンクリート桁の連結構造は、概ね主桁２〜５と、該主桁２〜５の両側端部に大半部を埋設する連結枠１６〜２３と、連結枠１６〜２３の接合側端部を連結する添接板５０〜６３と、左右一対の主桁２〜５の間に配置して連結するスペース枠３９，４０とで構成される。 Connecting structure of concrete girder of the present invention constructed as described above is generally the main girder 2-5, the connecting frame 16 to 23 for burying the majority portion side end portions of the main spar 2-5, the connecting frame 16 The connecting plates 50 to 63 for connecting the joining side end portions of ˜23, and the space frames 39 and 40 arranged and connected between the pair of left and right main girders 2 to 5.

これらを製作する場合は、先ず主桁２〜５を略Ｌ字断面形状に成形し、その内部にフ−プ筋３４，３５と主筋３６〜３８を配筋して、鉄筋コンクリ−ト構造物を成形するとともに、主桁２〜５の接合側端部の凸部２〜５側と段部６〜９側の内部に連結枠１６〜２３を埋め込み、その一端部を主桁２〜５の接合側端部から突出する。
また、各主桁２〜５の内部の長さ方向にＰＣ鋼棒６８，６９を挿入し、かつその軸端部にナットを緊締して緊張させプレストレスを付与する。 When these are manufactured, first, the main girders 2 to 5 are formed into a substantially L-shaped cross section, and the reinforced bars 34 and 35 and the main bars 36 to 38 are arranged therein, and the reinforcing bar concrete structure. The connecting frames 16 to 23 are embedded in the convex portions 2 to 5 side and the step portions 6 to 9 side of the joining side end portions of the main girders 2 to 5, and one end portion of the main girders 2 to 5 is embedded. It protrudes from the joining side end.
Moreover, by inserting the PC steel bars 68 and 69 in the longitudinal direction of the interior of the main girder 2-5, and by tightening the nut to impart a prestress tensed in the axial end portion.

前記連結枠１６〜２３は、三枚の肉厚の鋼板を溶接して不規則なＩ字またはエ字形断面に形成し、その上下フランジ部とウェブ部の接合側端部に複数のボルト挿通孔４７〜４９を形成する。この場合、前記ボルト挿通孔４７〜４９を連結枠１６〜２３の長さ方向に沿う長孔に形成することも可能である。
また、前記凸部２〜５の内部に埋め込む連結枠１６，１９，２０，２３の上下フランジ部を、段部６〜９の内部に埋め込む連結枠１７，１８，２１，２２の上下フランジ部に比べて肉厚に形成し、強度を増強する。 The connecting frames 16 to 23 are formed by welding three thick steel plates to form an irregular I-shaped or E-shaped cross section, and a plurality of bolt insertion holes at joint end portions of the upper and lower flange portions and the web portion. 47-49 are formed. In this case, the bolt insertion holes 47 to 49 can be formed as long holes along the length direction of the connection frames 16 to 23.
Further, the upper and lower flange portions of the connecting frames 16, 19, 20, and 23 embedded in the convex portions 2 to 5 are used as upper and lower flange portions of the connecting frames 17, 18, 21, and 22 embedded in the step portions 6 to 9, respectively. Compared to thicker, it increases strength.

前記主桁２〜５内部の連結枠１６，１９，２０，２３の上下フランジ部に、通孔を形成した複数のアンカ−板２４，２５を溶接して上向きに突設し、また前記主桁２〜５内部の前記連結枠１７，１８，２１，２２の上下フランジ部の内側面に、通孔を形成した複数の支持板２６，２７を溶接して突設する。 A plurality of anchor plates 24 and 25 having through holes are welded to the upper and lower flange portions of the connecting frames 16, 19, 20 and 23 inside the main girders 2 to 5, and projecting upward. A plurality of support plates 26 and 27 having through holes are welded to the inner side surfaces of the upper and lower flange portions of the connecting frames 17, 18, 21 and 22 inside 2 to 5.

そして、前記主桁２〜５内部の支持板２６の通孔と同軸上に、ロッド貫通孔を形成し、また連結枠１６，１９，２０，２３のウェブ部の上部に同径の貫通孔を形成し、これらに外部から連結ロッド２８を挿入可能にする。
また、前記アンカ−板２５と支持板２７の各通孔と同軸上に、ロッド貫通孔を形成し、これらに外部から連結ロッド３０を挿入可能にする。 Then, a rod through hole is formed coaxially with the through hole of the support plate 26 inside the main girders 2 to 5, and a through hole of the same diameter is formed at the upper part of the web portion of the connecting frames 16, 19, 20, and 23. The connecting rod 28 can be inserted into these from the outside.
Further, rod through holes are formed coaxially with the through holes of the anchor plate 25 and the support plate 27, and the connecting rod 30 can be inserted into these through the outside.

前記添接板５０〜６３を所定厚の鋼板で矩形に形成し、その形状を前記連結枠１６〜２３の各上下フランジ部およびウェブ部と同形に形成し、上下フランジ部の内側に取り付ける添接板５１〜５４、５８〜６１を、ウェブ部の両側に分けて大小に形成し、それらに複数のボルト挿通孔（図示略）を形成する。この場合、前記ボルト挿通孔を連結枠１６〜２３の長さ方向に沿う長孔に形成することも可能である。 The attachment plates 50 to 63 are formed of a steel plate having a predetermined thickness into a rectangular shape, and the shape thereof is formed in the same shape as the upper and lower flange portions and the web portion of the connection frames 16 to 23, and attached to the inside of the upper and lower flange portions The plates 51 to 54 and 58 to 61 are divided into both sides of the web portion and formed into large and small shapes, and a plurality of bolt insertion holes (not shown) are formed in them. In this case, the bolt insertion hole can be formed as a long hole along the length direction of the connection frames 16 to 23.

また、前記添接板５０〜６３の板厚は、凸部２〜５側に配置する連結枠１６，２０、１９，２３の上下フランジ部に用いるものを、段部６〜９側に配置する連結枠１７，２１、１８，２２の上下フランジ部に用いるものよりも若干厚肉に形成して、連結強度を増強する。
前記スペ−ス枠３９，４０は、肉厚の鋼板を溶接して平面略Ｈ字形状に組み立て、その両側板に連結ロッド２８，３０を挿入可能な通孔（図示略）を形成する。 Further, the thicknesses of the contact plates 50 to 63 are arranged on the side of the stepped portions 6 to 9 which are used for the upper and lower flange portions of the connecting frames 16, 20, 19 and 23 arranged on the convex portions 2 to 5 side. The connection frames 17, 21, 18, and 22 are formed to be slightly thicker than those used for the upper and lower flange portions to enhance the connection strength.
The space frames 39, 40 are assembled into a substantially plane H shape by welding thick steel plates, and through holes (not shown) through which the connecting rods 28, 30 can be inserted are formed on both side plates.

次に前記製作したコンクリ−ト構造物の構成部材を用いて、主要なコンクリ−ト構造物である主桁２〜５を連結する場合は、図７乃至図１３の手順で施工する。
先ず、主桁２〜５を載架する床版１の施工位置直下に、複数の支持脚７２を所定間隔で立設し、該支持脚７２，７２間に載架枠７３を主桁２〜５の施工方向と直交方向に架設する。 Next, when connecting the main girders 2-5 which are main concrete structures using the component member of the manufactured concrete structure, it constructs in the procedure of FIG. 7 thru | or FIG.
First, a plurality of support legs 72 are erected at a predetermined interval just below the construction position of the floor slab 1 on which the main girders 2 to 5 are placed, and the mounting frame 73 is placed between the support legs 72 and 72. 5 is installed in the direction perpendicular to the construction direction.

そして、前記載架枠７の所定位置に左右一対の主桁２，３を順次掛け渡し、それらを離間して向き合わせ、それらの接合側端部の間にスペ−ス枠３９，４０を配置する。
この後、前記連結ロッド２８，３０を主桁２の外側から前記ロッド貫通孔に挿入し、その軸端部をスペ−ス枠３９の側板から突出し、その螺軸端部にナット２９，３１をねじ込んで緊締する。
同様に、連結ロッド２８，３０を主桁３の外側からロッド貫通孔に挿入し、その軸端部をスペ−ス枠３９の側板から突出し、その螺軸端部にナット２９，３１をねじ込んで緊締する。
このようにして、左右一対の主桁２，３を連結する。 Then, a pair of left and right main girders 2 and 3 are sequentially passed over predetermined positions of the frame 7 described above, and they are spaced apart from each other, and space frames 39 and 40 are disposed between their joint side ends. To do.
Thereafter, the connecting rods 28 and 30 are inserted into the rod through-holes from the outside of the main girder 2, their shaft end portions protrude from the side plates of the space frame 39, and nuts 29 and 31 are attached to the screw shaft end portions. Screw in and tighten.
Similarly, the connecting rods 28 and 30 are inserted into the rod through-holes from the outside of the main beam 3, the shaft end portions protrude from the side plates of the space frame 39, and the nuts 29 and 31 are screwed into the screw shaft end portions. Tighten.
In this way, the pair of left and right main girders 2 and 3 are connected.

次に、前記主桁２，３に近接する載架枠７３の所定位置に左右一対の主桁４，５を順次掛け渡し、それらを離間して向き合わせ、それらの接合側端部の間にスペ−ス枠４０を配置する。
そして、前記連結ロッド２８，３０を主桁４の外側から前記ロッド貫通孔に挿入し、その軸端部をスペ−ス枠４０の側板から突出し、その螺軸端部にナット２９，３１をねじ込んで緊締する。
同様に、連結ロッド２８，３０を主桁５の外側からロッド貫通孔に挿入し、その軸端部をスペ−ス枠４０の側板から突出し、その螺軸端部にナット２９，３１をねじ込んで緊締する。
このようにして、左右一対の主桁４，５を連結する。 Next, a pair of left and right main girders 4 and 5 are sequentially passed over a predetermined position of the mounting frame 73 adjacent to the main girders 2 and 3 , and they are spaced apart from each other, and between the joint side end portions. The space frame 40 is arranged in the position.
Then, the connecting rods 28 and 30 are inserted into the rod through-holes from the outside of the main beam 4, the shaft end portions protrude from the side plates of the space frame 40, and the nuts 29 and 31 are screwed into the screw shaft end portions. Tighten with.
Similarly, the connecting rods 28 and 30 are inserted into the rod through-holes from the outside of the main beam 5, the shaft end portions protrude from the side plates of the space frame 40, and the nuts 29 and 31 are screwed into the screw shaft end portions. Tighten.
In this way, the pair of left and right main girders 4 and 5 are connected.

こうして、左右一対の主桁２，３と主桁４，５が長さ方向に配置され、それらの接合側端部が近接して配置される。この状況は図７および図８のようである。ただし、これらの図では片側の主桁２，４の施工状態を示している。
前記施工状態では主桁２〜５の接合側端部から、連結枠１６〜２３の接合側端部が表出し、それらの上下部フランジ部とウェブ部にボルト挿通孔４７〜４９が表出している。
また、前記主桁２〜５のうち、施工方向に配置した各一組の連結枠１６，２０、１７、１８，２２、１９，２３の端部が近接して配置され、それらの間に微小な間隙４３〜４６が形成されている。 Thus, the pair of left and right main girders 2 and 3 and the main girders 4 and 5 are arranged in the length direction, and their joint side end portions are arranged close to each other. This situation is as shown in FIGS. However, in these drawings, the construction state of the main girders 2 and 4 on one side is shown.
In the construction state, the joining side end portions of the connecting frames 16 to 23 are exposed from the joining side end portions of the main girders 2 to 5, and the bolt insertion holes 47 to 49 are exposed to the upper and lower flange portions and the web portion. Yes.
Further, among the main girders 2 to 5, the ends of each set of connecting frames 16, 20, 17, 18, 22, 19, and 23 arranged in the construction direction are arranged close to each other, and there is a minute amount between them. Clear gaps 43 to 46 are formed.

このような状況の下で、前記各連結枠１６〜２３の接合側端部のウェブ部の両側に添接板５６および６３を位置付け、それらのボルト挿通孔を前記ボルト挿通孔４９に位置合わせし、その一方、実施形態では外側から内側方向へボルト６４を挿入し、ウェブ部の他側に突出した螺軸端部にナット６５をねじ込み、これを緊締してウェブ部の両側に添接板５６および６３を固定する。この状況は図９のようである。 Under such circumstances, the contact plates 56 and 63 are positioned on both sides of the web portion at the joining side end of each of the connecting frames 16 to 23, and the bolt insertion holes are aligned with the bolt insertion holes 49. On the other hand, in the embodiment, the bolt 64 is inserted from the outside to the inside, the nut 65 is screwed into the end of the screw shaft protruding to the other side of the web portion, and is fastened to the attachment plate 56 on both sides of the web portion. And 63 are fixed. This situation is as shown in FIG.

次に、前記各連結枠１６〜２３の接合側端部の上側フランジ部の上下両面に、添接板５０と大小の添接板５１，５２、および添接板５７と大小の添接板５８，５９とを位置付け、また下側フランジ部の上下両面に、添接板５５と大小の添接板５３，５４、および添接板６２と大小の添接板６０，６１とを位置付ける。 Next, the attachment plate 50 and the large and small attachment plates 51 and 52, and the attachment plate 57 and the large and small attachment plate 58 are provided on the upper and lower surfaces of the upper flange portion at the joint side end of each of the connecting frames 16 to 23. 59, and the attachment plate 55, the large and small attachment plates 53 and 54, and the attachment plate 62 and the large and small attachment plates 60 and 61 are positioned on the upper and lower surfaces of the lower flange portion.

そして、前記添接板５１〜６１のボルト挿通孔を前記ボルト挿通孔４７，４８に位置合わせし、その一方、実施形態では下方からボルト６４を挿入し、また連結枠１７，２１、１８，２２の上側フランジ部では上方からボルト６４を挿入し、上下フランジ部の他側に突出した螺軸端部にナット６５をねじ込み、これを緊締して上下フランジ部の両側に添接板５１〜６１を固定する。この状況は図１０および図１１のようである。 And the bolt insertion hole of the said attachment plates 51-61 is aligned with the said bolt insertion hole 47,48, On the other hand, in embodiment, the volt | bolt 64 is inserted from the downward direction, and connection frame 17,21,18,22 is inserted. In the upper flange portion, a bolt 64 is inserted from above, and a nut 65 is screwed into the end of the screw shaft projecting to the other side of the upper and lower flange portions, and tightened to attach attachment plates 51 to 61 on both sides of the upper and lower flange portions. Fix it. This situation is as shown in FIGS.

このように本発明は主桁２〜５の連結に際して、主桁２〜５から連結枠１６〜２３を突出し、該連結枠１６〜２３の接合側端部に添接板５０〜６３を掛け渡し、これらをボルト６４およびナット６５を介して連結するから、主桁２〜５を当初の静止位置で精密かつ合理的に連結し得る。 As described above, in the present invention, when the main girders 2 to 5 are connected, the connecting frames 16 to 23 protrude from the main girders 2 to 5 and the connecting plates 50 to 63 are stretched over the joining side end portions of the connecting frames 16 to 23. Since these are connected via the bolt 64 and the nut 65, the main girders 2 to 5 can be accurately and rationally connected at the initial rest position.

したがって、従来のように複数の主桁に長尺のＰＣ鋼棒を貫通して連結する手法のような桁移動や、その大掛かりな移動作業が不要になり、その分工期を短縮し工費を低減できるとともに、主桁の移動スペ−スやＰＣ鋼棒挿入用の作業スペ−スの確保が不要になり、またＰＣ鋼棒を挿入する際の主桁周辺の煩雑なバラストの撤去作業を要しない。 Therefore, it is not necessary to move the girder like the conventional method of connecting a long PC steel bar to a plurality of main girders, and the large-scale movement work, shortening the work period and reducing the construction cost. In addition, it is not necessary to secure the space for moving the main girder and the work space for inserting the PC steel rod, and it is not necessary to remove the complicated ballast around the main girder when inserting the PC steel rod. .

しかも、前記主桁２〜５の連結は、載架枠７３の所定位置に主桁２〜５を載置した際に形成される間隙４３〜４６を介在して行われ、前記間隙４３〜４６によって、主桁２〜５や連結枠１８〜２３の成形および組み付け上の誤差と、それらの施工上の誤差を吸収し許容するから、各部の成形および組み付け並びに施工の精密性を要することなく、前記連結作業を合理的に行なえる。 Moreover, the main girders 2 to 5 are connected via gaps 43 to 46 formed when the main girders 2 to 5 are placed at predetermined positions of the mounting frame 73. By absorbing and allowing errors in molding and assembly of the main girders 2 to 5 and the connecting frames 18 to 23 and errors in their construction, without requiring precision of molding and assembly of each part and construction, The connecting operation can be performed rationally.

こうして、各連結枠１６〜２３の接合側端部の上下フランジ部およびウェブ部の添接板５０〜６３を取り付け、前記接合側端部を連結したところで、前記主桁２〜５の接合端部の周囲にコンクリ−ト打設用の型枠（図示略）を取り付け、該型枠内に保護コンクリ−ト６６，６７を打設する。
この状況は図１２および図１３のようで、各連結枠１６〜２３の接合側端部と、その周面に取り付けた添接板５０〜６３とが保護コンクリ−ト６６，６７に埋設され、隠蔽されて防錆処理される。 In this way, when the upper and lower flange portions of the connecting frames 16 to 23 and the web contact plates 50 to 63 are attached and the connecting end portions are connected, the connecting ends of the main girders 2 to 5 are connected. A concrete mold (not shown) for placing concrete is attached to the periphery of the container, and protective concrete 66, 67 is placed in the mold.
This situation is as shown in FIG. 12 and FIG. 13, where the joining side end portions of the connecting frames 16 to 23 and the attachment plates 50 to 63 attached to the peripheral surface are embedded in the protective concrete 66 and 67. It is concealed and rust-proofed.

また、これと前後して主桁２〜５の外側に突出した連結ロッド２８，３０の端部に防水キャップ４１を被着し、該キャップ４１の内部にモルタル等の充填材４２を充填し、当該部を防錆処理する。
一方、前記各連結枠１６〜２３の連結施工の間に、主桁２〜５の直下に床版１を配置し、または築造し、該床版１に主桁２〜５を受け替えれば、一連の連結作業が終了する。 In addition, a waterproof cap 41 is attached to the ends of the connecting rods 28 and 30 protruding outside the main girders 2 to 5 before and after this, and a filler 42 such as mortar is filled inside the cap 41, Rust-proof the part concerned.
On the other hand, if the floor slab 1 is arranged or constructed immediately below the main girders 2 to 5 during the connection construction of the connecting frames 16 to 23, and the main girders 2 to 5 are replaced with the floor slab 1, A series of connection work ends.

前記施工後のコンクリ−ト構造物は図１乃至図６のようで、前記連結枠１８〜２３の各接続側端部の間隙４３〜４６は添接板５１〜６１に連結され、その周囲を保護コンクリ−ト６６，６７に埋設して補強され、かつ防錆されている。
また、凸部１０〜１３側に埋設した連結枠１６，１９，２０，２３と、その上下フランジ部に取り付けた添接板５０〜５５を肉厚に形成し、前記連結枠１６，１９，２０，２３の連結部の強度を増強している。
したがって、曲線区間を走行する鉄道車両に作用する遠心力に対し、外側に配置した連結枠１６，１９，２０，２３がその荷重負担に堪えられる。 The concrete structure after the construction is as shown in FIGS. 1 to 6, and the gaps 43 to 46 of the connection side ends of the connection frames 18 to 23 are connected to the attachment plates 51 to 61, and the periphery thereof is It is embedded in the protective concrete 66, 67 to be reinforced and rust-proof.
Further, the connecting frames 16, 19, 20, and 23 embedded on the convex portions 10 to 13 side and the attachment plates 50 to 55 attached to the upper and lower flange portions are formed thick, and the connecting frames 16, 19, and 20 are formed. , 23 is strengthened.
Therefore, the connecting frames 16, 19, 20, and 23 arranged on the outside can bear the load burden against the centrifugal force acting on the railway vehicle traveling in the curved section.

図１４乃至図１６は本発明の他の実施形態と応用形態を示し、前述の実施形態の構成と対応する部分に同一の符号を用いている。
このうち、図１４および図１５は本発明の応用形態を示し、この応用形態は連結枠１８〜２３を主桁２〜５に埋設することなく、凸部１０〜１３側の外側周面に表出させて配置し、埋設成形の煩雑な作業を要せず容易に成形するとともに、連結枠１８〜２３を大形化して、コンクリ−ト構造物の強度を強化している。 14 to 16 show other embodiments and applications of the present invention, and the same reference numerals are used for portions corresponding to the configurations of the above-described embodiments.
14 and 15 show an application form of the present invention, and this application form is shown on the outer peripheral surface of the convex parts 10 to 13 side without embedding the connecting frames 18 to 23 in the main girders 2 to 5. In addition to being easily formed without the complicated operation of embedment molding, the connecting frames 18 to 23 are enlarged to enhance the strength of the concrete structure.

そして、この応用形態のコンクリ−ト桁の連結構造と、前述の実施形態のコンクリ−ト桁の連結構造を混合して使用し、例えば曲線区間等の荷重負担の大きな部分に、この応用形態のコンクリ−ト桁の連結構造を使用し、比較的荷重負担の小さな部分に前述の実施形態のコンクリ−ト桁の連結構造を使用すれば、その合理的な使用を図れる。 The concrete of this application mode - and preparative digits of the connecting structure, concrete embodiments of the above - used as a mixture of coupling structure of bets digits, for example, a large portion of the load bearing such as a curved section, this application form of concrete - using the concatenation structure of bets digits, relatively concrete embodiment described above a small portion of the load bearing - using a coupling structure of bets digits, thereby the rational use.

図１６は本発明の第２の実施形態を示し、この実施形態は鉄道車両の曲線走行区間に施工した、保護コンクリ−ト６６の打設前の状況を示している。
すなわち、施工方向に配置した一対の主桁２,４および主桁３,５を、その接合中心部でθ角度交差して配置し、その際、添接板５０〜６３のボルト挿通孔の位置を、連結枠１６，１７，２０，２１のボルト挿通孔４７〜４９の位置変化に応じて形成して対応する。 FIG. 16 shows a second embodiment of the present invention, and this embodiment shows a situation before placing a protective concrete 66 constructed in a curved traveling section of a railway vehicle.
That is, the pair of main girders 2 and 4 and the main girders 3 and 5 arranged in the construction direction are arranged so as to intersect each other by θ angle at the joint center portion, and at that time, the positions of the bolt insertion holes of the attachment plates 50 to 63 Is formed according to the position change of the bolt insertion holes 47 to 49 of the connecting frames 16, 17, 20, and 21.

この場合、前記位置変化に応じた長孔を予め形成した添接板５０〜６３を使用し、または予めボルト挿通孔を形成しない添接板５０〜６３を使用し、その連結時にボルト挿通孔４７〜４９の位置変化に応じて孔明加工することで、対応することも可能である。 In this case, the attachment plates 50 to 63 in which long holes corresponding to the position change are formed in advance or the attachment plates 50 to 63 in which the bolt insertion holes are not formed in advance are used, and the bolt insertion holes 47 are connected at the time of connection. It is also possible to respond by drilling according to the position change of .about.49.

本発明のコンクリ−ト構造物の連結方法およびコンクリ−ト桁は、連結するＰＣ桁の等の移動と移動スペ−スの確保を要することなく、またＰＣ桁や施工上の誤差を吸収かつ許容して容易かつ合理的に施工でき、工期の短縮化と工費の低減を図れるとともに、確実かつ精密に連結し、しかも軌道の曲線区間や勾配区間の施工にも応じられるから、例えば鉄道用レ−ルの敷設用ＰＣ桁または道路若しくは橋梁のＰＣ床版、建築物のスラブとその連結法に好適である。 The connecting method and concrete girder of the concrete structure of the present invention do not require movement of the PC girder to be coupled and securing of the movement space, and absorb and allow for errors in the PC girder and construction. It can be easily and rationally constructed, shortening the construction period and reducing construction costs, and connecting with certainty and precision, and can also be applied to the construction of curved sections and slope sections of railways. It is suitable for the PC girder for laying the roof, the PC floor slab of the road or the bridge, the slab of the building and the connecting method thereof.

本発明を鉄道高架橋のＰＣ桁の施工に適用した平面図で、左右一対の主桁を施工方向に離間して配置し、その連結枠の接合側端部を添接板で連結し、その周辺に保護コンクリ−トを打設して埋設した状況を示している。A plan view of the present invention applied to the construction of a PC girder of a railway viaduct, a pair of left and right main girders are arranged apart from each other in the construction direction, and the joint side end portions of the connection frame are connected by an attachment plate, and the periphery thereof Fig. 2 shows the situation where a protective concrete was placed and buried. 図１のＡ−Ａ線に沿う断面図で、拡大して図示している。It is sectional drawing which follows the AA line of FIG. 1, and has expanded and shown in figure. 図１のＢ−Ｂ線に沿う断面図である。It is sectional drawing which follows the BB line of FIG.

図１のＣ−Ｃ線に沿う断面図で、拡大して図示している。It is sectional drawing in alignment with CC line of FIG. 1, and has expanded and shown in figure. 図１のＤ−Ｄ線に沿う断面図で、拡大して図示している。It is sectional drawing which follows the DD line | wire of FIG. 1, and has expanded and shown in figure. 図１のＥ−Ｅ線に沿う断面図で、拡大して図示している。It is sectional drawing which follows the EE line | wire of FIG. 1, and has expanded and shown in figure. 本発明の連結方法による施工状態を示す平面図で、片側の一対の主桁の接合端部を対向配置し、その連結枠の接合側端部を近接して配置している状況を示している。It is a top view which shows the construction state by the connection method of this invention, and has shown the condition which has arrange | positioned the joining edge part of a pair of main girder of one side facing, and has arrange | positioned the joining side edge part of the connection frame in proximity. .

図７のＦ−Ｆ線に沿う断面図である。It is sectional drawing which follows the FF line | wire of FIG. 図８において近接配置した連結枠のウェブ部の両側面に、添接板を取り付けた状況を示す断面図である。It is sectional drawing which shows the condition which attached the attachment board to the both sides | surfaces of the web part of the connection frame arrange | positioned in FIG. 図９において近接配置した連結枠のウェブ部と上下フランジ部の両側面および上下両面に、添接板を取り付けた状況を示す断面図である。It is sectional drawing which shows the condition which attached the attachment board to the web part of the connection frame arrange | positioned closely in FIG. 図１０の平面図である。It is a top view of FIG.

図１０において連結枠のウェブ部と上下フランジ部の両側面および上下両面に、添接板を取り付けた後、接合部周辺に保護コンクリ−トを打設した状況を示す断面図である。FIG. 11 is a cross-sectional view showing a situation in which protective concrete is placed around the joint after attaching attachment plates to both sides and upper and lower surfaces of the web portion and upper and lower flange portions of the connecting frame in FIG. 10. 図１２の平面図である。FIG. 13 is a plan view of FIG. 12. 本発明の応用形態を示す平面図で、連結枠を主桁の接合側端部の外側面に取り付け、その間に保護コンクリ−トを打設した状況を示している。It is a top view which shows the application form of this invention, and has shown the condition where the connection frame was attached to the outer surface of the joining side edge part of a main girder, and the protection concrete was laid in the meantime.

図１４のＧ−Ｇ線に沿う断面図で、拡大して図示している。It is sectional drawing which follows the GG line of FIG. 14, and has expanded and shown in figure. 本発明の第２の実施形態を示す平面図で、保護コンクリ−トの打設前に、片側の一対の主桁を接合中心部で交差して配置した状況を示している。It is a top view which shows the 2nd Embodiment of this invention, and has shown the condition where a pair of main girder of one side cross | intersected and arrange | positioned in the junction center part before placement of a protection concrete.

Explanation of symbols

２〜５コクリ−ト桁（主桁）
１６〜２３連結枠
５０〜６３接続具（添接板、接続板）
６４締結部材（ボルト）
６５締結部材（ナット）
６ａ，７ａ，８ａ，９ａ張出段部 2 to 5 secret digits (main digits)
16-23 Connecting frame 50-63 Connecting tool (joint plate, connecting plate)
64 Fastening members (bolts)
65 Fastening member (nut)
6a, 7a, 8a, 9a Overhang step

Claims

A connecting frame is embedded in the length direction inside the main girder made of a pair of reinforcing bars, and one end of the connecting frame protrudes from the opposite end of the main girder, and one end of each connecting frame is connected In a connecting structure for a concrete girder that is connected through a tool and embedded in a concrete in which one end portion of the connecting frame is filled between joint side end portions of the main girder, the cross section of the main girder is substantially L-shaped. A connecting frame that is slightly longer than the width of the main girder is embedded in each of the convex side and the stepped portion on the joint side end, and the convex portion of the main girder is spaced from the joint side end portion of the stepped portion. A connecting structure for a concrete girder characterized in that one end of each of the two connecting frames is embedded in a concrete which is arranged at different distances and which is filled between the end portions on the joint side.

The connecting structure of the concrete girder of Claim 1 which formed the separation distance of the junction side edge part of the said convex part wider than the separation distance of the junction side edge part of a step part .

The convex portion and the stepped portion of claim 1, wherein forming the ChoIzurudan portion towards the boundary of the joint-side end portion of the concrete - DOO digit coupling structure.

The concrete of the connecting frame of the cross-sectional shape were formed in substantially U-shape, and claim 1, wherein the facing arranged apart these - DOO digit coupling structure.

The connecting structure of the concrete girder of Claim 1 which arrange | positioned the junction side edge part of a pair of main girder which protruded the one edge part of the said two connection frames so that it planarly crossed, and connected these .