JP3234128U

JP3234128U - Ultra-long high-strength truss combination type extrusion front auxiliary beam

Info

Publication number: JP3234128U
Application number: JP2021002688U
Authority: JP
Inventors: 覃晶; 龍大六; 項進; 肖延軍; 曾東斌; ▲ほう▼偉; 韋幹; 陳俊▲くん▼; 張豪; 王娟強; 丁明海; 周靖宇; 杜智軍; 柳向陽
Original assignee: 中鉄上海工程局集団第五工程有限公司; 中鉄上海工程局集団有限公司
Priority date: 2021-04-28
Filing date: 2021-07-09
Publication date: 2021-09-24
Anticipated expiration: 2031-07-09
Also published as: CN215210579U

Abstract

【課題】超長高強度トラス組み合わせ式押し出し前置き補助梁を提供する。【解決手段】補助梁は、複数本の互いに平行し配置された主桁１１と、主桁の間に位置する連結トラス１２を有し、連結トラスの両端は、それぞれ主桁の側面と接続され、隣接している主桁の間に位置する連結トラスは複数本があり、補助梁の前端から後端へ向かい横並びに配置される。複数本の主桁を配置し、また主桁の間に、連結トラスを配置し、連結トラスが主桁における位置を利用して、強度が高く、構造が安定し、線形制御が優れ、曲降が小さい補助梁が得られ、実際に使用する際、線形制御と、反力制御及び撓み制御等に有利であり、補助梁と鋼箱桁の潜在的な危険性が解消される。【選択図】図１PROBLEM TO BE SOLVED: To provide an ultra-long and high-strength truss combination type extruded front-mounted auxiliary beam. An auxiliary beam has a plurality of main girders 11 arranged in parallel with each other and a connecting truss 12 located between the main girders, and both ends of the connecting truss are connected to the side surfaces of the main girder. , There are multiple connecting trusses located between adjacent main girders, which are arranged side by side from the front end to the rear end of the auxiliary beam. Multiple main girders are placed, and connecting trusses are placed between the main girders, and the connecting trusses utilize the position in the main girder to have high strength, stable structure, excellent linear control, and bending. Auxiliary beams with a small size can be obtained, which is advantageous for linear control, reaction force control, deflection control, etc. when actually used, and eliminates the potential danger of auxiliary beams and steel box girders. [Selection diagram] Fig. 1

Description

本考案は架橋施工装置の技術分野に関わり、特に超長高強度トラス組み合わせ式押し出し前置き補助梁に関わる。 The present invention relates to the technical field of a cross-linking construction device, and particularly to an ultra-long and high-strength truss combination type extruded front-mounted auxiliary beam.

鋼箱桁の押し出し工法は、いつも河川横断や、交通量の多い道の橋梁工事に用いられており、その施工方法が簡単で、コストが安く、スピードが速く、制御性が優れて、高信頼性を有する。しかし、橋梁工事における地質はますます複雑になり、河川の横断道はますます広くなることにより、鋼箱桁のスパンはますます大きくなってきた。しかし、昔よく使われていた方法は、仮設桟橋を架設していたが、地質や、運航などの影響を受けて、使えなくなった。仮設桟橋を架設しないと、鋼箱桁の線形制御と、反力制御及び撓み制御等を更に挑戦する。既存の解決方法は、補助梁を架設し、補助梁を鋼箱桁の前端に延長し配置していたが、スパンの増大に伴って、必要な補助梁の長さも増加し、その線型制御、撓み制御等に対する要求も高くなり、既存の超長補助梁は構造等の問題により、使用時に、しばしば線形が悪く、曲降が大きいので、ある程度で、潜在的な危険性がある。 The steel box girder extrusion method is always used for river crossing and bridge construction on busy roads, and the construction method is simple, low cost, fast speed, excellent controllability, and high reliability. Has sex. However, the geology of bridge construction has become more and more complex, and the spans of steel box girders have become larger and larger as river crossings have become wider and wider. However, the method that was often used in the past was to build a temporary pier, but it became unusable due to the influence of geology and operation. If a temporary pier is not erected, linear control of steel box girders, reaction force control, deflection control, etc. will be further challenged. The existing solution was to erection the auxiliary beam and extend the auxiliary beam to the front end of the steel box girder, but as the span increased, the required auxiliary beam length also increased, and its linear control, The demand for bending control and the like is also increasing, and the existing ultra-long auxiliary beams often have poor alignment and large bending when used due to structural problems, so that there is a potential danger to some extent.

上記不足に対して、本考案は、超長高強度トラス組み合わせ式押し出し前置き補助梁を提供することを目的とし、既存超長補助梁は構造等の問題により、使用時に、しばしば線形が悪く、曲降が大きいという課題を解決できるようになる。 In response to the above shortage, the present invention aims to provide an ultra-long high-strength truss combination type extruded front-end auxiliary beam, and the existing ultra-long auxiliary beam is often poorly aligned when used due to structural problems, etc. It will be possible to solve the problem of heavy rainfall.

上記目的を実現するために、本考案の使用する技術的方案は以下の通りである。 The technical measures used by the present invention to achieve the above object are as follows.

超長高強度トラス組み合わせ式押し出し前置き補助梁であって、前記補助梁は、複数本の互いに平行し配置された主桁と、前記主桁の間に位置する連結トラスを有し、前記連結トラスの両端は、それぞれ主桁の側面と接続され、隣接している前記主桁の間に位置する連結トラスは複数本があり、補助梁の前端から後端へ向かい横並びに配置され、前記主桁と連結トラスの接続部に、ブレースが接続される。 An ultra-long high-strength truss combination type extruded front-mounted auxiliary beam, wherein the auxiliary beam has a plurality of main girders arranged in parallel with each other and a connecting truss located between the main girders, and the connecting truss Both ends of the main girder are connected to the side surface of the main girder, and there are a plurality of connecting trusses located between the adjacent main girders, which are arranged side by side from the front end to the rear end of the auxiliary beam. The brace is connected to the connection part of the connection truss.

さらに、前記主桁は根元から端部へ向かい、高度が徐々に低くなり、幅も徐々に狭くなる。 Further, the main girder gradually decreases in altitude and gradually narrows in width from the root to the end.

さらに、前記主桁の横断面は、「工」字状を呈し、底板と、頂板、及び底板と頂板の間に位置する腹板を有し、前記腹板に、横補剛材が配置され、前記底板と頂板の間に、縦補剛材が配置される。 Further, the cross section of the main girder has a "work" shape, and has a bottom plate, a top plate, and an abdominal plate located between the bottom plate and the top plate, and a lateral stiffener is arranged on the abdominal plate. A vertical stiffener is arranged between the bottom plate and the top plate.

さらに、塔状架台を有し、前記塔状架台に、複数の緊張ユニットが配置され、一部の前記緊張ユニットは、前記主桁と接続される。 Further, it has a tower-shaped pedestal, and a plurality of tension units are arranged on the tower-shaped pedestal, and some of the tension units are connected to the main girder.

さらに、前記塔状架台の底部に、ヒンジサポートが配置される。 Further, a hinge support is arranged at the bottom of the tower-shaped pedestal.

さらに、前記ヒンジサポートは、互いに回転し配置された下ラグと上ラグを有し、前記上ラグは、下ラグの上側に位置され、前記下ラグと上ラグの間の回転平面は、前記主桁の縦方向と平行し、前記上ラグと下ラグの間に、一時ロック部品が配置されており、下ラグと上ラグを互いに回転できないように一時制限する。 Further, the hinge support has a lower lug and an upper lug arranged to rotate with each other, the upper lug is located above the lower lug, and the plane of rotation between the lower lug and the upper lug is the main. A temporary locking component is arranged between the upper lug and the lower lug in parallel with the vertical direction of the girder to temporarily limit the lower lug and the upper lug so that they cannot rotate with each other.

さらに、前記緊張ユニットは、固定端アンカーボックスと、ワイヤーロープと、緊張端アンカーボックスを有し、前記ワイヤーロープは、固定端アンカーボックスと緊張端アンカーボックスの間に取り付けられ、前記固定端アンカーボックスは、前記塔状架台の頂部に取り付けられ、前記緊張端アンカーボックスに、緊張ジャッキが配置されることで、ワイヤーロープを緊張する。一部の緊張ユニットの緊張端アンカーボックスは、主桁に取り付けられる。 Further, the tension unit has a fixed end anchor box, a wire rope, and a tension end anchor box, and the wire rope is attached between the fixed end anchor box and the tension end anchor box, and the fixed end anchor box is attached. Is attached to the top of the tower-shaped pedestal, and a tension jack is arranged in the tension end anchor box to tension the wire rope. The tension end anchor box of some tension units is attached to the main girder.

さらに、前記塔状架台は、塔状架台ユニットと、隣接している塔状架台ユニットの間に配置された横構を有し、前記ヒンジサポートは、前記塔状架台ユニットの底部に配置される。 Further, the tower-shaped pedestal has a horizontal structure arranged between the tower-shaped pedestal unit and the adjacent tower-shaped pedestal unit, and the hinge support is arranged at the bottom of the tower-shaped pedestal unit. ..

さらに、前記塔状架台ユニットは、縦柱と横桁を有し、前記縦柱は、四本が配置され、立方体構造を形成しヒンジサポートに固定され、隣接している縦柱の間は、横桁を介して接続される。 Further, the tower-shaped pedestal unit has vertical columns and cross girders, and the vertical columns are arranged with four columns, forming a cubic structure and fixed to a hinge support, and between adjacent vertical columns, Connected via a cross girder.

さらに、前記ワイヤーロープが緊張端アンカーボックスに近い一端に、接続用アンカーを介してプルロッドが接続され、前記プルロッドは、緊張端アンカーボックスを貫通し且つ緊張ジャッキを貫通し、前記プルロッドにおいて且つ緊張ジャッキの前後位置に、それぞれプルロッドナットと緊張ナットが配置される。 Further, a pull rod is connected to one end of the wire rope near the tension end anchor box via a connecting anchor, and the pull rod penetrates the tension end anchor box and the tension jack, and in the pull rod and in the tension jack. Pull rod nuts and tension nuts are placed at the front and rear positions of.

既存技術と比べて、本考案の有益な効果は以下の通りである。本考案は、複数本の主桁を配置し、また主桁の間に、連結トラスを配置し、連結トラスが主桁における位置を利用して、強度が高く、構造が安定し、線形制御が優れ、曲降が小さい補助梁が得られ、実際に使用する際、線形制御と、反力制御及び撓み制御等に有利であり、補助梁と鋼箱桁の潜在的な危険性が解消される。 Compared with the existing technology, the beneficial effects of the present invention are as follows. In the present invention, a plurality of main girders are arranged, and a connecting truss is arranged between the main girders, and the connecting truss utilizes the position in the main girder to have high strength, stable structure, and linear control. An auxiliary beam with excellent and small bending is obtained, which is advantageous for linear control, reaction force control, deflection control, etc. in actual use, and eliminates the potential danger of auxiliary beams and steel box girders. ..

本考案をより明確に説明するために、以下に、実施形態の説明において必要とされる図面を簡単に紹介する。
実施形態1の構造を示す図（平面図）である。実施形態1における主桁の構造を示す図（左側面図）である。実施形態2の構造を示す図（左側面図）である。実施形態2における主桁、連結トラス、ブレースの構造を示す図（平面図）である。実施形態2における主桁の構造を示す図（左側面図）である。実施形態2における塔状架台の構造を示す図（斜視図）である。図6における塔状架台ユニットの構造を示す図である。実施形態2におけるヒンジサポートの構造を示す図である。図8における一時ロック部品が取り外された状態でのヒンジサポートの構造を示す図である。縦柱とフランジ部の構造を示す図である。実施形態2における塔状架台頂部ボックスの構造を示す図である。塔状架台頂部ボックスの一つの視点を示す部分断面図である。実施形態2における緊張ユニットの構造を示す図である。実施形態2の実施状態を示す図である。 In order to explain the present invention more clearly, the drawings required in the description of the embodiments will be briefly introduced below.
It is a figure (plan view) which shows the structure of Embodiment 1. It is a figure (left side view) which shows the structure of the main girder in Embodiment 1. FIG. It is a figure (left side view) which shows the structure of Embodiment 2. It is a figure (plan view) which shows the structure of the main girder, the connecting truss, and the brace in Embodiment 2. It is a figure (left side view) which shows the structure of the main girder in Embodiment 2. It is a figure (perspective view) which shows the structure of the tower-shaped pedestal in Embodiment 2. It is a figure which shows the structure of the tower-shaped mount unit in FIG. It is a figure which shows the structure of the hinge support in Embodiment 2. It is a figure which shows the structure of the hinge support in the state which the temporary lock part in FIG. 8 is removed. It is a figure which shows the structure of a vertical column and a flange part. It is a figure which shows the structure of the tower-shaped pedestal top box in Embodiment 2. It is a partial cross-sectional view which shows one viewpoint of the tower-shaped pedestal top box. It is a figure which shows the structure of the tension unit in Embodiment 2. It is a figure which shows the embodiment state of Embodiment 2.

本考案の実施形態の目的や、技術案及び利点をより明確するために、これから、図面を合わせて、本考案の実施形態における技術案を詳しく説明する。もちろん、説明する実施形態は本考案の実施形態の一部に過ぎなく、全部の実施形態ではない。本考案の実施形態に基づき、本考案の原理から逸脱しない前提において、実施した改善又は修正は、いずれも本発明の保護範囲とみなすべきである。 In order to further clarify the purpose, technical proposal, and advantages of the embodiment of the present invention, the technical proposal in the embodiment of the present invention will be described in detail with reference to the drawings. Of course, the embodiments described are only a part of the embodiments of the present invention, not all the embodiments. Any improvements or modifications made under the embodiments of the present invention and on the premise that they do not deviate from the principles of the present invention should be regarded as the scope of protection of the present invention.

（実施形態1）
図1と図2をご参照ください。本考案は、超長高強度トラス組み合わせ式押し出し前置き補助梁であって、複数本の互いに平行し配置された主桁11と、主桁11の間に位置する連結トラス12を有し、連結トラス12の両端は、それぞれ主桁11の側面と接続され、隣接している主桁11の間に位置する連結トラス12は複数本があり、補助梁の前端から後端へ向かい横並びに配置され、主桁11と連結トラス12の接続部に、ブレース14が接続される。 (Embodiment 1)
See Figures 1 and 2. The present invention is an ultra-long and high-strength truss combination type extruded front-end auxiliary beam, which has a plurality of main girders 11 arranged in parallel with each other and a connecting truss 12 located between the main girders 11. Both ends of the 12 are connected to the side surface of the main girder 11, and there are a plurality of connecting trusses 12 located between the adjacent main girders 11, which are arranged side by side from the front end to the rear end of the auxiliary beam. The brace 14 is connected to the connection between the main girder 11 and the connecting truss 12.

本実施形態において、図1と図2に示すように、四本の互いに平行し配置された主桁11と、主桁11の間に位置する連結トラス12を有し、これにより補助梁がトラス構造を形成し、即ち補助梁構造全体がトラス構造となる。本実施形態において、四本の互いに平行し配置された主桁11は一つの平面に位置され、隣接している主桁11の間に配置された連結トラス12は5つがあり、連結トラス12は主桁11の間に横並びに配置され、且つ主桁11の同じ位置における各連結トラス12は、一つの方向に向かい、一列に配置される。主桁11と連結トラス12の接続部に、ブレース14が接続され、ブレース14により、主桁11と連結トラス12の間の連結を強化し、主桁11の変形が回避されるとともに、隣接している主梁11間の変形も回避される。 In this embodiment, as shown in FIGS. 1 and 2, four main girders 11 arranged in parallel with each other and a connecting truss 12 located between the main girders 11 are provided, whereby the auxiliary beam is a truss. The structure is formed, that is, the entire auxiliary beam structure becomes a truss structure. In the present embodiment, the four main girders 11 arranged in parallel with each other are located on one plane, and there are five connecting trusses 12 arranged between the adjacent main girders 11, and the connecting truss 12 is Each connecting truss 12 arranged side by side between the main girders 11 and at the same position of the main girder 11 faces one direction and is arranged in a row. A brace 14 is connected to the connection between the main girder 11 and the connecting truss 12, and the brace 14 strengthens the connection between the main girder 11 and the connecting truss 12, avoiding deformation of the main girder 11 and adjacent to each other. Deformation between the main beams 11 is also avoided.

主桁11の横断面は、「工」字状を呈し、底板111と、頂板112、及び底板111と頂板112の間に位置する腹板113を有し、腹板113に、横補剛材114が配置され、底板111と頂板112の間に、縦補剛材115が配置され、横補剛材114と縦補剛材115は互いに交差し配置されることで、主桁11の強度が向上し、主桁11の変形及び曲降が大きすぎるのが回避される。 The cross section of the main girder 11 has a "work" shape, and has a bottom plate 111, a top plate 112, and an abdominal plate 113 located between the bottom plate 111 and the top plate 112. 114 is arranged, a vertical stiffener 115 is placed between the bottom plate 111 and the top plate 112, and the horizontal stiffener 114 and the vertical stiffener 115 are arranged so as to intersect each other, so that the strength of the main girder 11 is increased. It is improved and the deformation and bending of the main girder 11 are avoided to be too large.

主桁11の横断面は、曲線状横断面であり、主桁11は根元（後端）から端部（前端）へ向かい、横断面は徐々に小さくなり、高度が徐々に低くなり、幅も徐々に狭くなり、根元から端部までの横断面の高さは、順次に6.01m〜4.888〜3.86m〜0.858mとなり、根元から端部までの横断面の幅は3m〜1m〜0.6mとなり、この構造により、鋼の使用量が減らすとともに、主桁11の前端の重さも減少することができるため、補助梁の受容力をより合理的にする。主桁11は合わせて8つのセクションに分けられ、一番目のセクションの長さは9.41 mとなり、二番目のセクションの長さは10.59mとなり、その他のセクションの長さは10 mとなり、全長は80mとなる。セグメントを分けて連結する方式を採用し、各セグメントの間は溶融溶接により接合され、セグメントずつ根元から端部まで次第に連結し、各セグメントが綴り合わせた後、すぐ連結トラス12に連結する。底板111と、頂板112及び腹板113は何れもQ345材質のδ=24mmの鋼板を採用し、横補剛材114と縦補剛材115は何れもQ235材質のδ=16mmの鋼板を採用する。連結トラス12は、25aと16のU鋼を採用し、補助梁後端における底板111と、頂板112及び腹板113はそれぞれ鋼箱桁における床板と、底板と縦横仕切板に溶接される。補助梁と鋼箱桁の接続部は、完全溶け込み溶接により接合される。補助梁1を橋脚に容易に架設するために、主桁11の一番先の底部に、幅が1.95m、高さが70cmであるノーズ13が配置され、ノーズ13を配置することにより、容易に補助梁を橋脚に架設できるようになる。 The cross section of the main girder 11 is a curved cross section, and the main girder 11 goes from the root (rear end) to the end (front end), the cross section gradually becomes smaller, the altitude gradually decreases, and the width also increases. It gradually narrows, and the height of the cross section from the root to the end gradually becomes 6.01 m to 4.888 to 3.86 m to 0.858 m, and the width of the cross section from the root to the end becomes 3 m to 1 m to 0.6 m. With this structure, the amount of steel used can be reduced and the weight of the front end of the main girder 11 can be reduced, which makes the receiving capacity of the auxiliary beam more rational. The main girder 11 is divided into eight sections in total, the length of the first section is 9.41 m, the length of the second section is 10.59 m, the length of the other sections is 10 m, and the total length is It will be 80m. A method is adopted in which the segments are separated and connected, and the segments are joined by melt welding, the segments are gradually connected from the root to the end, and after each segment is bound, they are immediately connected to the connecting truss 12. The bottom plate 111, the top plate 112, and the abdominal plate 113 all use a steel plate of δ = 24 mm made of Q345 material, and the horizontal stiffener 114 and the vertical stiffener 115 both use a steel plate of δ = 16 mm made of Q235 material. .. The connecting truss 12 uses 25a and 16 U steel, and the bottom plate 111 at the rear end of the auxiliary beam, the top plate 112 and the abdominal plate 113 are welded to the floor plate in the steel box girder, and the bottom plate and the vertical and horizontal partition plates, respectively. The connection between the auxiliary beam and the steel box girder is joined by full penetration welding. In order to easily erection the auxiliary beam 1 on the pier, a nose 13 having a width of 1.95 m and a height of 70 cm is placed at the bottom of the tip of the main girder 11, and it is easy to place the nose 13 by arranging the nose 13. Auxiliary beams can be erected on piers.

本考案は、複数本の主桁11を配置し、また主桁の間に連結トラス12を配置し、連結トラス12が主桁11における位置を利用して、強度が高く、構造が安定し、線形制御が優れ、曲降が小さい補助梁が得られ、実際に使用する際、線形制御と、反力制御及び撓み制御等に有利であり、補助梁と鋼箱桁の潜在的な危険性が解消される。 In the present invention, a plurality of main girders 11 are arranged, and a connecting truss 12 is arranged between the main girders. Auxiliary beams with excellent linear control and small bending can be obtained, which are advantageous for linear control, reaction force control, deflection control, etc. when actually used, and there is a potential danger of auxiliary beams and steel box girders. It will be resolved.

（実施形態2）
図3-図13をご参照ください。実施形態1と違うのは、本実施形態において、補助梁は、また塔状架台2と緊張ユニット3を有し、緊張ユニット3は、塔状架台2と主桁11の間に配置される。 (Embodiment 2)
See Figure 3-Figure 13. The difference from the first embodiment is that in the present embodiment, the auxiliary beam also has the tower-shaped pedestal 2 and the tension unit 3, and the tension unit 3 is arranged between the tower-shaped pedestal 2 and the main girder 11.

具体的は、塔状架台2は、塔状架台ユニット21と、塔状架台ユニット21の底部に配置されたヒンジサポート22を有し、塔状架台ユニット21の底部は、ヒンジサポート22の頂部と固定するように接続される。塔状架台ユニット21の数は、主桁11の数と一致し、一つの塔状架台ユニット21は、1本の主桁11に対応し、それぞれ対応な主桁11の延長線に位置され、4つの塔状架台ユニット21は、鋼箱桁の横断面の4つの腹板に対応し配置され、塔状架台2の取り付け場所は、鋼箱桁の前端まで86.26m離れ、塔状架台2の頂部は、鋼箱桁の頂面まで32m離れる。塔状架台ユニット21は、縦柱212と横桁213を有し、縦柱212は四本が配置され、仕様はФ630×12mmとなり、四本が1組になって一つの立方体構造を形成しヒンジサポート22に固定され、隣接している縦柱212の間は、横桁213を介して接続され、隣接している縦柱212に筋かいが配置されることで、三角安定構造を形成する。各塔状架台ユニット21の間は、横構を介して接続され、横構23は、塔状架台ユニット21の間の頂部と底部に位置される。さらに、塔状架台ユニット21は、多層積層のモジュール化された構造であり、各モジュールに、四本の縦柱212から構成された立方体構造が配置され、隣接している縦柱212の間は、横桁213を介して接続され、各モジュールの間は、フランジ214を介して接続され、フランジは縦柱212の端部に配置され、フランジ214に、ボルト穴が設けられ、隣接しているフランジ214の間は、ボルトを介して接続されるとともに、溶接により補強される。フランジ214に、フランジ補強金具215が配置されることで、フランジ214の接続部の強度が向上する。本実施形態において、各塔状架台ユニット21は、三つのモジュールを積み重ねることで形成し、モジュール化された構造により、実施前に、あらかじめ塔状架台ユニット21のモジュールを作っており、施工時に、モジュールを直接に積み重ね、接続を固定すれば、高速な施工作業が可能となり、施工時間を短縮することができる。 Specifically, the tower-shaped pedestal 2 has a tower-shaped pedestal unit 21 and a hinge support 22 arranged at the bottom of the tower-shaped pedestal unit 21, and the bottom of the tower-shaped pedestal unit 21 is a top of the hinge support 22. Connected to fix. The number of tower-shaped pedestal units 21 matches the number of main girders 11, and one tower-shaped pedestal unit 21 corresponds to one main girder 11 and is located as an extension of the corresponding main girder 11. The four tower-shaped pedestal units 21 are arranged corresponding to the four abdominal plates in the cross section of the steel box girder, and the mounting location of the tower-shaped pedestal 2 is 86.26 m away from the front end of the steel box girder, and the tower-shaped pedestal 2 The top is 32m away from the top of the steel box girder. The tower-shaped pedestal unit 21 has a vertical column 212 and a horizontal girder 213, and four vertical columns 212 are arranged, and the specification is Ф630 × 12 mm. It is fixed to the hinge support 22 and is connected between the adjacent vertical columns 212 via the cross girder 213, and the brace is arranged on the adjacent vertical columns 212 to form a triangular stabilizing structure. .. The tower-shaped pedestal units 21 are connected via a horizontal structure, and the horizontal structure 23 is located at the top and bottom between the tower-shaped pedestal units 21. Further, the tower-shaped gantry unit 21 has a multi-layered, modularized structure, in which a cubic structure composed of four vertical columns 212 is arranged in each module, and between adjacent vertical columns 212. , Connected via cross girder 213, between each module connected via flange 214, the flange is located at the end of the column 212, the flange 214 is provided with bolt holes and is adjacent. The flanges 214 are connected via bolts and reinforced by welding. By arranging the flange reinforcing metal fitting 215 on the flange 214, the strength of the connecting portion of the flange 214 is improved. In the present embodiment, each tower-shaped pedestal unit 21 is formed by stacking three modules, and the module of the tower-shaped pedestal unit 21 is made in advance by the modularized structure before the implementation, and at the time of construction, By directly stacking the modules and fixing the connection, high-speed construction work can be performed and the construction time can be shortened.

ヒンジサポート22は、互いに回転し配置された下ラグ221と上ラグ222を有し、下ラグ221と上ラグ222の間は、仕様がФ250となるヒンジピン224を介して接続されることで、下ラグ221と上ラグ222は互いに回転できるようになり、上ラグ222は、下ラグ221の上側に位置され、塔状架台ユニット21は、上ラグ222の上側に位置され、下ラグ221と上ラグ222の回転平面は、主桁11の縦方向と平行するようにし、上ラグ222が下ラグ221に対して回転する時、塔状架台ユニット21は、主梁11の先端または後端に傾斜が生じる。ヒンジサポート22は、鋼箱桁の頂面に配置され、具体的は、ヒンジサポート22の下ラグ221は、鋼箱桁の横断面の4つの腹板に対応し配置され、下ラグ221と鋼箱桁の頂面の間に、横並びにI25aのI形鋼がいっぱいに敷き詰められ、且つ溶接により固定される。 The hinge support 22 has a lower lug 221 and an upper lug 222 that are rotated and arranged with each other, and the lower lug 221 and the upper lug 222 are connected via a hinge pin 224 having a specification of Ф250. The lugs 221 and upper lugs 222 can now rotate with each other, the upper lugs 222 are located above the lower lugs 221 and the tower unit 21 is located above the upper lugs 222, with the lower lugs 221 and the upper lugs 221. The plane of rotation of 222 should be parallel to the vertical direction of the main girder 11, and when the upper lug 222 rotates with respect to the lower lug 221 the tower-shaped gantry unit 21 is tilted toward the tip or rear end of the main beam 11. Occurs. The hinge support 22 is placed on the top surface of the steel box girder, specifically, the lower lug 221 of the hinge support 22 is placed corresponding to the four abdominal plates of the cross section of the steel box girder, the lower lug 221 and the steel. Between the top surfaces of the box girders, I-shaped steel of I25a is spread side by side and fixed by welding.

上ラグ222は、ラグ頂板2221及びラグ頂板2221の底面に位置し且つラグ頂板2221に垂直な接続板A2222を有し、本実施形態において、上ラグ222は2つがあり、各上ラグ222の接続板A2222は、二枚があり、且つ互いに平行し配置され、二枚の接続板A2222の間に、間隔スペースがあり、且つ接続板A2222に、ピンホールが設けられ、ラグ頂板2221は60mm厚鋼板を採用し、接続板A2222は30 mm厚鋼板を採用し、ラグ頂板2221と接続板A2222の間に、補強板A2223が配置され、補強板A2223は複数枚があり、それぞれラグ頂板2221と接続板A2222に垂直し、補強板A2223は40mm厚鋼板となる。下ラグ221は、ラグ底板2211及びラグ底板2211の頂面に位置し且つラグ底板2211に垂直な接続板B2212を有し、本実施形態において、接続板B2212は、二枚があり、且つ互いに平行し配置され、それぞれ2つの上ラグ222における接続板A2222から形成した間隔スペースに対応し、且つ接続板B2212に、ピンホールが設けられ、接続板B2212のピンホールは、接続板A2222のピンホールと揃え、ヒンジピン224は、それぞれ接続板A2222のピンホールと接続板B2212のピンホールを貫通する。ラグ底板2211は、60mm厚鋼板を採用し、接続板B2212は、40mm厚鋼板を採用し、ラグ底板2211と接続板B2212の間に、補強板B2213が配置され、補強板B2213は複数枚があり、それぞれラグ底板2211と接続板B2212に垂直し、補強板B2213は40mm厚鋼板となる。 The upper lug 222 has a connecting plate A2222 located on the bottom surface of the lug top plate 2221 and the lug top plate 2221 and perpendicular to the lug top plate 2221, and in the present embodiment, there are two upper lugs 222, and each upper lug 222 is connected. The plate A2222 has two plates and is arranged parallel to each other, there is a space between the two connecting plates A2222, the connecting plate A2222 is provided with a pinhole, and the lug top plate 2221 is a 60 mm thick steel plate. The connecting plate A2222 uses a 30 mm thick steel plate, and the reinforcing plate A2223 is placed between the lug top plate 2221 and the connecting plate A2222. It is perpendicular to A2222, and the reinforcing plate A2223 is a 40 mm thick steel plate. The lower lug 221 has a connecting plate B2212 located on the top surface of the lug bottom plate 2211 and the lug bottom plate 2211 and perpendicular to the lug bottom plate 2211. Each of the two upper lugs 222 corresponds to the space formed from the connection plate A2222, and the connection plate B2212 is provided with a pinhole, and the pinhole of the connection plate B2212 is the pinhole of the connection plate A2222. Alignment, the hinge pin 224 penetrates the pinhole of the connecting plate A2222 and the pinhole of the connecting plate B2212, respectively. The lug bottom plate 2211 uses a 60 mm thick steel plate, the connecting plate B2212 uses a 40 mm thick steel plate, a reinforcing plate B2213 is placed between the lug bottom plate 2211 and the connecting plate B2212, and there are multiple reinforcing plates B2213. , Each is perpendicular to the lug bottom plate 2211 and the connecting plate B2212, and the reinforcing plate B2213 is a 40 mm thick steel plate.

上記上ラグ222と下ラグ221の構造により、上ラグ222と下ラグ221を互いに回転できるようになるとともに、安定した機構により、塔状架台をサポートすることができる。 The structure of the upper lug 222 and the lower lug 221 allows the upper lug 222 and the lower lug 221 to rotate with each other, and a stable mechanism can support the tower-shaped pedestal.

上ラグ222と下ラグ221の間に、一時ロック部品223が配置されることで、下ラグ221と上ラグ222を互いに回転できないように一時制限する。一時ロック部品223は、形鋼構造であり、一時ロック部品223は下ラグ221と上ラグ222の四角に位置され、ロックが必要な場合、例えば、塔状架台2を取り付けたり取り外したりする際、ヒンジサポート22をロックする必要があり、一時ロック部品223の頂部と上ラグ222の接続部、及び一時ロック部品223の底部と下ラグ221の接続部を溶接することで、ロックを実現し、ヒンジサポート22の一時固定が実現される。上記ロックを解除する際、一時ロック部品223の頂部溶接箇所を切断するだけで、解除できるようになる。また、下ラグ221と上ラグ222は回転できるようになり、即ちヒンジサポート22は回転できるようになり、その上に位置する塔状架台2も、実際の受力に応じて、傾斜できるようになる。 By arranging the temporary lock component 223 between the upper lug 222 and the lower lug 221, the lower lug 221 and the upper lug 222 are temporarily restricted so that they cannot rotate with each other. The temporary lock part 223 has a shaped steel structure, and the temporary lock part 223 is located in the square of the lower lug 221 and the upper lug 222, and when locking is required, for example, when installing or removing the tower mount 2. It is necessary to lock the hinge support 22, and the lock is realized by welding the connection between the top of the temporary lock part 223 and the upper lug 222 and the connection between the bottom of the temporary lock part 223 and the lower lug 221. Temporary fixing of support 22 is realized. When releasing the lock, it can be released only by cutting the welded portion on the top of the temporary lock part 223. In addition, the lower lug 221 and the upper lug 222 can be rotated, that is, the hinge support 22 can be rotated, and the tower-shaped pedestal 2 located on the hinge support 22 can also be tilted according to the actual receiving force. Become.

さらに、下ラグ221の底面に、ラグベース225が配置され、ラグベース225は、下ラグ221の底板2211に固設され、具体的は、溶接により固設される。ラグベース225は、複数枚の横並びに配置されたI25aのI形鋼であり、ラグベース225を配置することで、ラグベース225と鋼箱桁の頂面との接続を補強し、実施際に、複数枚の横並びに配置されたI25aのI形鋼から形成したラグベース225の底部は、鋼箱桁の頂面に固設され、固設方式は、溶接方式を採用する。 Further, a lug base 225 is arranged on the bottom surface of the lower lug 221, and the lug base 225 is fixed to the bottom plate 2211 of the lower lug 221, specifically, by welding. The rug base 225 is an I-shaped steel of I25a arranged side by side, and by arranging the rug base 225, the connection between the rug base 225 and the top surface of the steel box girder is reinforced, and a plurality of sheets are installed at the time of implementation. The bottom of the rug base 225 formed from the I-shaped steel of I25a arranged side by side is fixed to the top surface of the steel box girder, and the fixing method adopts the welding method.

上ラグ222の頂面に、下層分配桁226が配置され、下層分配桁226は、上下両端面に位置する下層分配桁端板と、下層分配桁端板の間に位置するI形鋼を有し、下層分配桁端板は30mm厚鋼板を採用し、I形鋼は、下層分配桁端板と垂直に配置され、下側に位置する下層分配桁端板は、上ラグ222の頂板に固設され、固設方式は、溶接方式を採用する。下層分配桁226は一つがあり、横方向に配置され、上ラグ222の上側に敷設される。 The lower distribution girder 226 is arranged on the top surface of the upper lug 222, and the lower distribution girder 226 has an I-shaped steel located between the lower distribution girder end plates located on both upper and lower end faces and the lower distribution girder end plates. The lower layer distribution girder end plate adopts a 30 mm thick steel plate, the I-section steel is arranged perpendicular to the lower layer distribution girder end plate, and the lower layer distribution girder end plate located on the lower side is fixed to the top plate of the upper lug 222. , The welding method is adopted as the fixing method. The lower distribution girder 226 has one, is arranged laterally, and is laid above the upper lug 222.

下層分配桁226の頂面に、上層分配桁227が配置され、上層分配桁227は、上下両端面に位置する上層分配桁端板と、上層分配桁端板の間に位置するI形鋼を有し、上層分配桁端板は30mm厚鋼板を採用し、I形鋼は、上層分配桁端板と垂直に配置され、下側に位置する上層分配桁端板の底面は、下層分配桁226の頂面における下層分配桁端板に固設され、固設方式は、溶接方式を採用する。上層分配桁227は二本があり、互いに平行し横並びに配置され、それぞれ下層分配桁226の両端に位置される。 The upper distribution girder 227 is arranged on the top surface of the lower distribution girder 226, and the upper distribution girder 227 has an upper distribution girder end plate located on both upper and lower end faces and an I-shaped steel located between the upper distribution girder end plates. , The upper layer distribution girder end plate adopts 30 mm thick steel plate, the I-shaped steel is arranged perpendicular to the upper layer distribution girder end plate, and the bottom surface of the upper layer distribution girder end plate located on the lower side is the top of the lower layer distribution girder 226. It is fixed to the lower layer distribution girder end plate on the surface, and the welding method is adopted as the fixing method. There are two upper distribution girders 227, which are arranged side by side in parallel with each other and are located at both ends of the lower distribution girder 226.

好ましい実施形態において、ラグベース225と上層分配桁227を配置した後、一時ロック部品223は、ラグベース225と上層分配桁227の間に配置されてもよく、具体的は、一時ロック部品223は、ラグベース225と上層分配桁227の四角に位置され、また、完全にロックする必要がある時、その先端と底端は溶接により固設される。上記構造により、一時ロック部品223の接続強度を強化し、確実にロックすることができる。 In a preferred embodiment, after arranging the lug base 225 and the upper distribution girder 227, the temporary locking component 223 may be arranged between the lug base 225 and the upper distribution girder 227, specifically the temporary locking component 223 is a rug base. It is located in the square of 225 and the upper distribution girder 227, and its tip and bottom are fixed by welding when it needs to be completely locked. With the above structure, the connection strength of the temporary lock component 223 can be strengthened and the temporary lock component 223 can be securely locked.

下層分配桁226と上層分配桁227を配置することで、実施際に、塔状架台の底部（主に縦柱212、縦柱212の底部に、フランジ214を配置することで、接続を補強する）を上層分配桁227の頂面に接続され、具体的は、塔状架台の底部を、上層分配桁227の頂部の端部に固設され、下層分配桁226と上層分配桁227は、何れも分布荷重の役割を果たし、塔状架台からヒンジサポートへ施す力が更に平均になり、ヒンジサポート22により、より良く塔状架台をサポートできるようになる。 By arranging the lower layer distribution girder 226 and the upper layer distribution girder 227, the connection is reinforced by arranging the flange 214 at the bottom of the tower-shaped pedestal (mainly the vertical column 212 and the bottom of the vertical column 212). ) Is connected to the top surface of the upper distribution girder 227, specifically, the bottom of the tower-shaped pedestal is fixed to the end of the top of the upper distribution girder 227. Also plays the role of distributed load, the force applied from the tower pedestal to the hinge support is further averaged, and the hinge support 22 allows the tower pedestal to be better supported.

図3、図6、図7と図11から図13までをご参照ください。塔状架台2は、複数の緊張ユニット3を介して主桁11に接続される。具体的は、各塔状架台ユニット21に、六つの緊張ユニット3が配置され、ヒンジサポート22を境に、ヒンジサポート22から主桁11の前端までを大コース側とし、ヒンジサポート22から鋼箱桁の後端までを小コース側とし、その中で、各塔状架台ユニット21の3つの緊張ユニット3は、大コース側に位置され、塔状架台ユニット21の頂部と主桁11を接続し、上記主桁11は、塔状架台ユニットと対応な主桁11となり、即ち、該当塔状架台ユニット21は、該当主桁11の延長線に位置され、主桁11における3つの接続点は、塔状架台2までそれぞれ102.26m、128.26m、150.26m離れ、もう3つの緊張ユニット3は小コース側に位置され、塔状架台ユニット21の頂部と鋼箱桁を接続し、鋼箱桁における3つの接続点は、塔状架台2までそれぞれ43.5m、55.5m、67.5m離れる。緊張ユニット3は、固定端アンカーボックス31と、ワイヤーロープ32と、緊張端アンカーボックス33を有し、ワイヤーロープ32は、固定端アンカーボックス31と緊張端アンカーボックス33の間に取り付けられ、固定端アンカーボックス31は、塔状架台ユニット21の頂部に取り付けられ、緊張端アンカーボックス33は、小コース側と大コース側に取り付けられ、それぞれ主桁11と鋼箱桁に接続される。各塔状架台ユニット21の一番上に塔状架台頂部ボックス211が配置され、塔状架台頂部ボックス211の対向両端に、それぞれ多層アンカーエンド2111が配置され、アンカーエンド2111は三層があり、各層は1m離れ、塔状架台頂部ボックス211は、仕様がδ=30mm、δ=24mm、δ=16mmとなる鋼板を溶接して形成した箱状の構造体を採用し、鋼管の縦柱とボルトを介して接合される。固定端アンカーボックス31は、ボックスA311と固定端アンカー312を有し、塔状架台頂部ボックス211の各側に、3つのボックスA311が対応に配置され、三層のアンカーエンド2111と一つずつ対応し、ラグ式の接続方式により接合され、ワイヤーロープ32の上端に、固定端アンカー312を介してボックスA311に固設される。 See Figures 3, 6, 7, and 11-13. The tower-shaped pedestal 2 is connected to the main girder 11 via a plurality of tension units 3. Specifically, six tension units 3 are arranged in each tower-shaped gantry unit 21, with the hinge support 22 as a boundary, the large course side from the hinge support 22 to the front end of the main girder 11, and the steel box from the hinge support 22. The small course side is up to the rear end of the girder, and the three tension units 3 of each tower-shaped frame unit 21 are located on the large course side, and connect the top of the tower-shaped frame unit 21 and the main girder 11. The main girder 11 is a main girder 11 corresponding to the tower-shaped pedestal unit, that is, the tower-shaped pedestal unit 21 is located as an extension of the main girder 11, and the three connection points in the main girder 11 are 102.26m, 128.26m, 150.26m away from the tower pedestal 2, respectively, and the other three tension units 3 are located on the small course side, connecting the top of the tower pedestal unit 21 to the steel box girder, and 3 in the steel box girder. The two connection points are 43.5m, 55.5m, and 67.5m apart from the tower stand 2, respectively. The tension unit 3 has a fixed end anchor box 31, a wire rope 32, and a tension end anchor box 33, and the wire rope 32 is attached between the fixed end anchor box 31 and the tension end anchor box 33 and has a fixed end. The anchor box 31 is attached to the top of the tower-shaped gantry unit 21, and the tension end anchor box 33 is attached to the small course side and the large course side, and is connected to the main girder 11 and the steel box girder, respectively. The tower-shaped pedestal top box 211 is placed on the top of each tower-shaped pedestal unit 21, and the multi-layer anchor ends 2111 are placed on the opposite ends of the tower-shaped pedestal top box 211, and the anchor end 2111 has three layers. Each layer is 1 m apart, and the tower-shaped pedestal top box 211 adopts a box-shaped structure formed by welding steel plates with specifications of δ = 30 mm, δ = 24 mm, δ = 16 mm, and vertical columns and bolts of steel pipes. It is joined via. The fixed-end anchor box 31 has a box A311 and a fixed-end anchor 312, with three boxes A311 correspondingly arranged on each side of the tower-shaped pedestal top box 211, one for each of the three-layer anchor ends 2111. It is joined by a lug-type connection method, and is fixed to the box A311 at the upper end of the wire rope 32 via the fixed end anchor 312.

緊張端アンカーボックス33に、緊張ジャッキ333とボックスB336を有し、ボックスB336は、ラグ式の接続方式により主桁11又は鋼箱桁に接続され、緊張ジャッキ333は、ボックスB336内に取り付けられ、ワイヤーロープ32の下端は、緊張ジャッキ333に接続され、緊張ジャッキ333の緊張作用により、ワイヤーロープ32を緊張し、補助梁の線形や、撓み、反力などを調整し、ワイヤーロープ32を緊張することにより、アームの根元部のたわみ角を制限することで接触面積を拡大し、応力が一箇所に集まった問題が解決され、また、緊張により、補助梁の前端が反り返り、押し出し中に、橋脚を越えるようになる。 The tension end anchor box 33 has a tension jack 333 and a box B336, the box B336 is connected to the main girder 11 or a steel box girder by a lug connection method, and the tension jack 333 is mounted in the box B336. The lower end of the wire rope 32 is connected to the tension jack 333, and the tension action of the tension jack 333 tensions the wire rope 32, adjusts the alignment, bending, reaction force, etc. of the auxiliary beam, and tensions the wire rope 32. By limiting the deflection angle of the base of the arm, the contact area is expanded and the problem of stress gathering in one place is solved, and the tension causes the front end of the auxiliary beam to warp and the bridge pedestal during extrusion. Will exceed.

好ましい実施形態において、ワイヤーロープ32が緊張端アンカーボックス33に近い一端に、接続用アンカー331を介してプルロッド332が接続され、プルロッド332は、緊張端アンカーボックス33のボックスB336を貫通し且つ緊張ジャッキ333を貫通し、緊張ジャッキ333によりそれを緊張する。緊張ジャッキ333に、キックスタンド337が配置され、プルロッド332において且つ緊張ジャッキ333の前後位置に、それぞれプルロッドナット334と緊張ナット335が配置され、相応なプルロッド332がプルロッドナット334と緊張ナット335に被装された箇所に、それと合うネジ山が配置され、プルロッドナット334はボックスB336の内側に位置される。 In a preferred embodiment, the wire rope 32 is connected to one end near the tension end anchor box 33 via a connecting anchor 331, and the pull rod 332 penetrates the box B336 of the tension end anchor box 33 and is a tension jack. Penetrate 333 and tension it with a tension jack 333. A kickstand 337 is arranged on the tension jack 333, a pull rod nut 334 and a tension nut 335 are arranged on the pull rod 332 and at the front and rear positions of the tension jack 333, respectively, and the corresponding pull rod 332 covers the pull rod nut 334 and the tension nut 335, respectively. A matching screw thread is placed at the mounted location, and the pull rod nut 334 is located inside the box B336.

実施際に、緊張する際、緊張ジャッキ333は作動し始め、緊張ナット335は力を受けた後、プルロッドナット334は回転自在になり、緊張ジャッキが必要な力の値に達した後、2min保圧し、各ワイヤーロープ32と、プルロッド332及びボックスB336などを検査し、異常がない場合、プルロッドナット334をしっかり締め付けて、減圧するようになり、緊張を実現する。張力調整は、塔状架台の前後ワイヤーロープ32の張力を同期に進めさせるようにし、互いに協同し、張力調整のレンジはできるだけ20％以内にコントロールする。補助梁を橋脚に越えたり、又は、補助梁1の線形を調整する必要がある場合、ワイヤーロープ32を緊張してワイヤーロープ32の張力を調整し、更に補助梁1の撓みを調整し、更に線形や反力などを調整できるようになる。注意すべきなのは、押し出し中に、同期にワイヤーロープ32の張力を調整することができる。 During implementation, when tensioned, the tension jack 333 begins to operate, the tension nut 335 receives force, the pull rod nut 334 becomes rotatable, and after the tension jack reaches the required force value, it is held for 2 minutes. Press and inspect each wire rope 32, pull rod 332, box B336, etc., and if there are no abnormalities, tighten the pull rod nut 334 firmly to reduce the pressure and realize tension. The tension adjustment causes the tension of the front and rear wire ropes 32 of the tower-shaped pedestal to advance synchronously, cooperates with each other, and controls the tension adjustment range within 20% as much as possible. When it is necessary to cross the auxiliary beam over the pier or adjust the alignment of the auxiliary beam 1, tension the wire rope 32 to adjust the tension of the wire rope 32, further adjust the deflection of the auxiliary beam 1, and further. You will be able to adjust the alignment and reaction force. It should be noted that the tension of the wire rope 32 can be adjusted synchronously during extrusion.

実施際に、図14をご参照ください。塔状架台2が配置され、塔状架台2の底部にヒンジサポート22が配置され、ヒンジサポート22は鋼箱桁4に配置され、また、塔状架台2に複数の緊張ユニット3が配置され、一部の緊張ユニット3は主桁11と接続され、その他の緊張ユニット3は、鋼箱桁4と接続され、ヒンジサポート22を配置することで、塔状架台2が傾斜可能な構造になり、塔状架台2は、ヒンジサポート22を介して鋼箱桁4の頂部と接続され、橋の回転方向からの制約力が解放され、塔状架台2と鋼箱桁4は回転自在になり、押し出しアームが増えたり、橋脚架設の工事状況が変わった場合、塔状架台2の頂部の水平力の変化は傾斜によって自ら解消され、塔状架台2全体が圧力が受けても曲げられなく、応力が一箇所に集まった状況が回避され、構造がさらに安全になる。 Please refer to Fig. 14 for implementation. The tower-shaped pedestal 2 is arranged, the hinge support 22 is arranged at the bottom of the tower-shaped pedestal 2, the hinge support 22 is arranged on the steel box girder 4, and a plurality of tension units 3 are arranged on the tower-shaped pedestal 2. Some tension units 3 are connected to the main girder 11, other tension units 3 are connected to the steel box girder 4, and by arranging the hinge support 22, the tower-shaped pedestal 2 becomes a tiltable structure. The tower pedestal 2 is connected to the top of the steel box girder 4 via a hinge support 22, the constraint force from the direction of rotation of the bridge is released, and the tower pedestal 2 and the steel box girder 4 become rotatable and extruded. When the number of arms increases or the construction status of the pier erection changes, the change in the horizontal force at the top of the tower pedestal 2 is eliminated by the inclination, and the entire tower pedestal 2 is not bent even if pressure is applied, and stress is applied. The situation of gathering in one place is avoided, and the structure becomes safer.

以上内容は、本考案の具体的な実施形態のみであるが、本実用新案の保護範囲はこれに限定されず、当業者は、容易に考えられる変化または代替は、本考案の保護範囲内に含まれるべきである。したがって、本考案の保護範囲は、実用新案登録請求の範囲に準じるべきである。 The above contents are only specific embodiments of the present invention, but the scope of protection of the utility model is not limited to this, and those skilled in the art can easily consider changes or alternatives within the scope of protection of the present invention. Should be included. Therefore, the scope of protection of the present invention should conform to the scope of claims for utility model registration.

11、主桁；12、連結トラス；13、ノーズ；14、ブレース；111、底板；112、頂板；113、腹板；114、横補剛材；115、縦補剛材；2、塔状架台；21、塔状架台ユニット；22、ヒンジサポート；23、横構；211、塔状架台頂部ボックス；2111、アンカーエンド；212、縦柱；213、横桁；214、フランジ；215、フランジ補強金具；221、下ラグ；222、上ラグ；223、一時ロック部品；224、ヒンジピン；225、ラグベース；226、下層分配桁；227、上層分配桁；2211、ラグ底板；2212、接続板B；2213、補強板B；2221、ラグ頂板；2222、接続板A；2223、補強板A；3、緊張ユニット；31、固定端アンカーボックス；32、ワイヤーロープ；33、緊張端アンカーボックス；311、ボックスA；312；固定端アンカー；331、接続用アンカー；332、プルロッド；333、緊張ジャッキ；334、プルロッドナット；335、緊張ナット；336、ボックスB；337、キックスタンド 11, Main girder; 12, Connecting truss; 13, Nose; 14, Brace; 111, Bottom plate; 112, Top plate; 113, Abdominal plate; 114, Horizontal stiffener; 115, Vertical stiffener; 2, Tower-shaped mount 21, Tower truss unit; 22, Hing support; 23, Horizontal structure; 211, Tower truss top box; 2111, Anchor end; 212, Vertical column; 213, Cross girder; 214, Flange; 215, Flange reinforcement 221, lower lug; 222, upper lug; 223, temporary lock part; 224, hinge pin; 225, lug base; 226, lower layer distribution girder; 227, upper layer distribution girder; 2211; lug bottom plate; 2212, connection plate B; 2213, Reinforcing plate B; 2221, lug top plate; 2222, connecting plate A; 2223, reinforcing plate A; 3, tension unit; 31, fixed end anchor box; 32, wire rope; 33, tension end anchor box; 311, box A; 312; Fixed end anchor; 331, Connection anchor; 332, Pull rod; 333, Tension jack; 334, Pull rod nut; 335, Tension nut; 336, Box B; 337, Kickstand

Claims

An ultra-long high-strength truss combination type extruded front-mounted auxiliary beam, the auxiliary beam having a plurality of main girders arranged in parallel with each other and a connecting truss located between the main girders, and the connecting truss. Both ends of the main girder are connected to the side surface of the main girder, and there are a plurality of connecting trusses located between the adjacent main girders, which are arranged side by side from the front end to the rear end of the auxiliary beam. An ultra-long high-strength truss combination type extruded front-end auxiliary beam characterized by a brace being connected to the connection between the truss and the connecting truss.

The ultra-long and high-strength truss combination type extruded front-end auxiliary beam according to claim 1, wherein the main girder gradually decreases in altitude and gradually narrows in width from the root to the end.

The cross section of the main girder has a "work" shape, has a bottom plate, a top plate, and an abdominal plate located between the bottom plate and the top plate, and a lateral stiffener is arranged on the abdominal plate. The ultra-long and high-strength truss combination type extruded front-mounted auxiliary beam according to claim 1, wherein a vertical stiffener is arranged between the top plate and the top plate.

The ultra-long height according to claim 1, wherein the tower-shaped pedestal has a plurality of tension units arranged on the tower-shaped pedestal, and some of the tension units are connected to the main girder. Strength truss combination type extrusion front auxiliary beam.

The ultra-long and high-strength truss combination type extruded front-mounted auxiliary beam according to claim 4, wherein a hinge support is arranged at the bottom of the tower-shaped frame.

The hinge support has a lower lug and an upper lug arranged to rotate with each other, the upper lug is located above the lower lug, and the plane of rotation between the lower lug and the upper lug is of the main girder. The fifth aspect of claim 5, wherein a temporary locking component is arranged between the upper lug and the lower lug in parallel with the vertical direction, and the lower lug and the upper lug are temporarily restricted so as not to rotate with each other. Ultra-long, high-strength truss combination type extruded front-mounted auxiliary beam.

The tension unit has a fixed end anchor box, a wire rope, and a tension end anchor box, the wire rope is attached between the fixed end anchor box and the tension end anchor box, and the fixed end anchor box is A tension jack is placed on the tension end anchor box, which is attached to the top of the tower-shaped pedestal, to tension the wire rope. The ultra-long, high-strength truss combination extruded front-end auxiliary beam according to claim 4, wherein the tension end anchor box of some tension units is attached to the main girder.

The tower-shaped pedestal has a horizontal structure arranged between the tower-shaped pedestal unit and the adjacent tower-shaped pedestal unit, and the hinge support is arranged at the bottom of the tower-shaped pedestal unit. The ultra-long and high-strength truss combination type extruded front-mounted auxiliary beam according to claim 5.

The tower-shaped pedestal unit has a vertical column and a horizontal girder, and the vertical column has four columns arranged to form a cubic structure and is fixed to a hinge support, and the horizontal girder is between adjacent vertical columns. The ultra-long, high-strength truss combination type extruded front-end auxiliary beam according to claim 8, wherein the beam is connected via.

A pull rod is connected to one end of the wire rope near the tension end anchor box via a connecting anchor, and the pull rod penetrates the tension end anchor box and the tension jack, and is in the pull rod and before and after the tension jack. The ultra-long, high-strength truss combination type extruded front-mounted auxiliary beam according to claim 7, wherein a pull rod nut and a tension nut are arranged at each position.