JP2001182015A - Construction method of synthetic floor slab bridge - Google Patents

Construction method of synthetic floor slab bridge

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Publication number
JP2001182015A
JP2001182015A JP37285699A JP37285699A JP2001182015A JP 2001182015 A JP2001182015 A JP 2001182015A JP 37285699 A JP37285699 A JP 37285699A JP 37285699 A JP37285699 A JP 37285699A JP 2001182015 A JP2001182015 A JP 2001182015A
Authority
JP
Japan
Prior art keywords
steel
upper flange
concrete
steel plate
flange
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
JP37285699A
Other languages
Japanese (ja)
Other versions
JP4293696B2 (en
Inventor
Masakatsu Sato
政勝 佐藤
Kaoru Itaya
馨 板谷
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Sho Bond Corp
Original Assignee
Sho Bond Corp
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Sho Bond Corp filed Critical Sho Bond Corp
Priority to JP37285699A priority Critical patent/JP4293696B2/en
Publication of JP2001182015A publication Critical patent/JP2001182015A/en
Application granted granted Critical
Publication of JP4293696B2 publication Critical patent/JP4293696B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

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Abstract

PROBLEM TO BE SOLVED: To solve a lack of reliability by welding a steel plate over a lower end surface of a web of T shape steel, the difficulty of acquiring CT shape steel for arranging a projection on the upper flange at rolling time and a weight increase in an open cross-sectional steel beam by heightening the beam height. SOLUTION: H shape steel having a bolt inserting hole is arranged in parallel at a required interval on an upper flange; a bottom steel plate is joined by a high tension bolt between lower end surfaces of a lower flange of the respective H shape steel; angle steel arranged at a required interval in the lengthwise direction on adjacent upper flange under surfaces is fastened and fixed by a nut from the upper flange under surfaces by using the high tension bolt having a long shaft part inserted from an upper surface of the bolt inserting hole to form parallel open cross-sectional steel beams; an upper main reinforcement is arranged in an upper position more than an upper surface of the upper flange; and concrete is placed up to the upper position of the main reinforcement from an upper surface of the bottom steel plate with the open cross-sectional steel beams as common timbering and a form.

Description

【発明の詳細な説明】DETAILED DESCRIPTION OF THE INVENTION

【0001】[0001]

【発明の属する技術の分野】本発明は、H型鋼と底鋼板
からなる並列断面鋼桁とコンクリートを一体とした鋼と
コンクリートの合成構造の合成床版橋の構築方法に関す
る。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method of constructing a composite deck slab having a composite structure of steel and concrete, in which a parallel-section steel girder made of H-shaped steel and a bottom steel plate is integrated with concrete.

【0002】鋼とコンクリートの合成構造を利用した合
成床版橋は、引張応力を鋼材で、圧縮応力をコンクリー
トで負担する構造となっており、一般に桁高を低くする
ことが可能である。
A composite slab bridge using a composite structure of steel and concrete has a structure in which tensile stress is borne by steel material and compressive stress is borne by concrete, and the girder height can generally be reduced.

【0003】これまでの合成床版橋としては、フランジ
の上面に突起を有するCT形鋼を所要間隔で並列配置
し、この各CT形鋼のウエブの下端面にわたって鋼板を
溶接し、開断面鋼桁を形成する構造のもの(特公昭63
−61443号公報参照)や鋼板とウエブ下端面が前記
鋼板に溶接接合され、所要間隔で並列に配置された複数
のT形鋼と、相隣り合う前記T形鋼の上フランジと相互
間に設置される捨て型枠と、前記上フランジの上面に設
けたずれ止めと、前記T形鋼と前記捨て型枠上に打設さ
れたコンクリートからなる構造のもの(特開平3−28
6009号公報参照)等が知られている。
[0003] As a conventional composite slab bridge, CT sections having projections on the upper surface of a flange are arranged in parallel at required intervals, and a steel sheet is welded over the lower end face of the web of each CT section to form an open section steel. Of a structure that forms a girder
No. 61443) and a steel plate and a lower end surface of a web are welded to the steel plate, and a plurality of T-beams arranged in parallel at a required interval and a plurality of T-beams adjacent to each other are installed between the upper flanges. And a structure formed of the T-shaped steel and concrete cast on the disposal form (Japanese Unexamined Patent Publication No. 3-28).
No. 6009) is known.

【0004】前者は、開断面鋼桁とコンクリートの一体
性をCT形鋼上フランジ上面に圧延時に設けた突起物に
より確保しようとするものであり、後者は、閉断面鋼桁
とコンクリートの一体性をT形鋼上フランジの上面に設
けたずれ止めにより確保しようとするものである。
The former attempts to ensure the integrity of the open section steel girder and the concrete by means of projections provided on the upper surface of the upper flange of the CT section steel at the time of rolling, and the latter aims to secure the integrity of the closed section steel girder and the concrete. Is secured by a stopper provided on the upper surface of the T-shaped steel upper flange.

【0005】[0005]

【発明が解決しようとする課題】これら両者に共通する
問題点は、各T形鋼のウエブの下端面にわたって鋼板を
溶接するということである。
The problem common to both of these is that the steel plate is welded over the lower end surface of the web of each T-section.

【0006】一般に溶接作業は、溶接者の技能に大きく
左右されるため、いまひとつ信頼性に欠ける。また、溶
接によって生じるひずみや硬度の変化は疲労耐久性を低
下させる要因ともなる。
[0006] Generally, the welding operation largely depends on the skill of the welder, and thus lacks reliability. In addition, changes in strain and hardness caused by welding also cause a reduction in fatigue durability.

【0007】また、前者の場合には、圧延時に突起物を
その上フランジ上面に設けたCT形鋼は、高炉メーカー
が限られており、入手が困難であり、仮に入手できた場
合でもCT形鋼のサイズが限定されており、設計上適切
なサイズを選定するのが困難であり、後者のT形鋼上フ
ランジの上面に設けたずれ止めの場合は、T形鋼上フラ
ンジ上面からコンクリートの圧縮上縁までの距離をずれ
止めの高さ以上に必要とし、桁高が高くなる他、打設コ
ンクリートの重量が大きくなり、この重量を支える閉断
面鋼桁の重量も増加し、経済性を損なうことがある。
[0007] In the former case, a blast furnace manufacturer having limited projections provided on the upper flange surface thereof at the time of rolling is difficult to obtain. Since the size of steel is limited, it is difficult to select an appropriate size in design, and in the case of the latter, which is provided on the upper surface of the T-shaped steel upper flange, concrete is removed from the upper surface of the T-shaped steel upper flange. The distance to the upper edge of the compression is required to be greater than the height of the slip stopper.In addition to the girder height, the weight of the cast concrete increases, and the weight of the closed-section steel girder supporting this weight also increases. May be impaired.

【0008】[0008]

【課題を解決するための手段】本発明では、上記課題を
以下に示す手段により解決しようとするものである。
According to the present invention, the above-mentioned problems are to be solved by the following means.

【0009】まず、基本的には、上フランジにボルト挿
通用穴を有するH形鋼を所要間隔に並列配置し、各H形
鋼の下フランジの下端面間にわたって底鋼板をトルシア
型高力ボルトで接合し、かつ、隣接する上フランジ下面
に長手方向に所要間隔で配置した山形鋼を、ボルト挿通
用穴の上面より挿通した軸部の長い高力ボルトを用いて
上フランジ下面よりナットで締め付け固定して並列開断
面鋼桁を形成し、かつ、上フランジの上面よりも上部位
置に上主鉄筋を配置し、前記開断面鋼桁を共通の支保工
並びに型枠として、底鋼板の上面から、前記上主鉄筋の
上方位置までコンクリートを打設してなることを特徴と
する合成床版橋の構築方法を提供する。
First, basically, H-section steels having bolt insertion holes in the upper flange are arranged in parallel at required intervals, and the bottom steel sheet is formed between the lower end faces of the lower flanges of the respective H-section steels by using a torcia-type high-strength bolt. At the same time, the angle iron that is arranged at the required interval in the longitudinal direction on the lower surface of the adjacent upper flange is tightened with a nut from the lower surface of the upper flange using a high-strength bolt with a long shaft part inserted from the upper surface of the bolt insertion hole Fixed to form a parallel open section steel girder, and arrange the upper main rebar at a position higher than the upper surface of the upper flange, the open section steel girder as a common support and form, from the top of the bottom steel plate And a method of constructing a composite floor slab bridge, wherein concrete is cast to a position above the upper main reinforcing bar.

【0010】この合成床版橋の構築方法は、H形鋼上フ
ランジ下方に軸部を重設した高力ボルトと山形鋼の組み
合せにより並列開断面鋼桁とコンクリートの一体化を達
成するものである。高力ボルト及び山形鋼は市場性が高
く、それらのサイズも豊富なところから、必要な量だけ
比較的廉価に入手できる。また、高力ボルトの頭部が上
フランジ上面に突起するが、この突起高は通常最大で2
0mm程であるため、上フランジ上面からコンクリート
圧縮上縁までの距離をコンクリートの最小かぶりまで小
さくすることができる。
This method of constructing a composite floor slab bridge achieves the integration of concrete with a parallel open section steel girder by combining a high strength bolt and an angle iron having a shaft section provided below an H-shaped steel upper flange. is there. Since high strength bolts and angle irons are highly marketable and their sizes are abundant, they can be obtained in necessary amounts at relatively low prices. In addition, the head of the high-strength bolt projects on the upper surface of the upper flange.
Since it is about 0 mm, the distance from the upper surface of the upper flange to the upper edge of the concrete compression can be reduced to the minimum cover of the concrete.

【0011】つぎに、上記合成床版橋の構築方法におい
て、軸部の長い高力ボルトの軸部先端の下方位置と底鋼
板上面間のコンクリートの一部を中空にするか発泡樹脂
で置換える合成床版橋の構築方法を提供する。
Next, in the method of constructing a composite floor slab bridge, a part of the concrete between the lower position of the tip of the shaft portion of the high strength bolt having a long shaft portion and the upper surface of the bottom steel plate is hollowed or replaced with a foamed resin. A method for constructing a composite deck bridge is provided.

【0012】この合成床版橋の構築方法は、支間が長
く、また、桁高の大きい合成床版橋に適する。合成床版
橋にあっては、開断面鋼桁内にコンクリートを全充填す
るため、それに伴って単位面積当りのコンクリート重量
が増加し、この重量を支える並列開断面鋼桁重量も増加
する。スパンが20mを越えると前記並列開断面鋼桁の
単位面積当りの重量が急激に増大し、経済性を著しく損
ない、スパンが30mを越えるとコンクリートを全充填
した合成床版橋の構築は経済性にも力学的にも困難とな
る。この合成床版の構築方法はこれらを解決するのに十
分である。
This method of constructing a composite slab bridge is suitable for a composite slab bridge having a long span and a large girder height. In the composite deck bridge, since the concrete is completely filled in the open section steel girder, the concrete weight per unit area increases accordingly, and the parallel open section steel girder supporting this weight also increases. When the span exceeds 20 m, the weight per unit area of the parallel open-section steel girder increases sharply, and the economic efficiency is remarkably impaired. When the span exceeds 30 m, the construction of a composite floor slab bridge completely filled with concrete is economical. And mechanically difficult. This method of constructing composite slabs is sufficient to solve these.

【0013】[0013]

【発明の実施の形態】つぎに、本発明の実施の形態を図
面に基づき説明する。
Next, embodiments of the present invention will be described with reference to the drawings.

【0014】まず、図1及び図2に基づき第1の実施の
形態を説明する。
First, a first embodiment will be described with reference to FIGS.

【0015】上フランジ1にボルト挿通用穴1aに有す
るH形鋼2を所要等間隔に並列に配置し、この各H形鋼
2の下フランジ3の下端面間にわたって底鋼板4をトル
シア型高力ボルト5により接合し、かつ、隣接する上フ
ランジ1の下面に長手方向1〜4m間隔で配置された山
形鋼6をボルト挿通用穴1aの上面より挿通した軸部の
長い高力ボルト7を用いて山形鋼フランジ6aの下面よ
りナット7bで締め付け固定し、山形鋼6が配置されな
い箇所のボルト挿通用穴1aについては、上面より挿通
した軸部の長い高力ボルト7を上フランジ1の下面より
ナット7bで締め付け固定し、ずれ止め及び並列開断面
鋼桁を構築する。
The H-shaped steel members 2 having the bolt insertion holes 1a are arranged in parallel on the upper flange 1 at required equal intervals. A high-strength bolt 7 having a long shaft portion that is joined by a force bolt 5 and that has an angle iron 6 disposed on the lower surface of the adjacent upper flange 1 at intervals of 1 to 4 m in the longitudinal direction and inserted through the upper surface of the bolt insertion hole 1a. It is tightened and fixed with a nut 7b from the lower surface of the angle iron flange 6a, and for the bolt insertion hole 1a where the angle iron 6 is not arranged, the high-strength bolt 7 with a long shaft portion inserted from the upper surface is attached to the lower surface of the upper flange 1. Then, the steel girder is tightened and fixed with a nut 7b to prevent slippage and a parallel open section steel girder.

【0016】前記並列開断面鋼桁を架設する現地に輸送
し、所定の橋台に架設した後、上主鉄筋8を配置し、並
列開断面桁を共通の支保工並びに型枠として底鋼板4の
上面から上鉄筋8の若干上方位置までコンクリート9を
打設して合成床版橋を構築する。
The parallel open section steel girder is transported to the site where it is to be erected, and is erected on a predetermined abutment. Then, the upper main reinforcing bar 8 is arranged, and the parallel open section spar is used as a common supporter and formwork for the bottom steel plate 4. Concrete 9 is cast from the upper surface to a position slightly above the upper reinforcing bar 8 to construct a composite slab bridge.

【0017】なお、打設コンクリート9としては、材令
28日で圧縮強度が27N/mm以上の普通のコンク
リートを用いてもよいが、コンクリート9の乾燥収縮に
伴うひび割れ発生を防止する目的から、膨張性セメント
混和材30kg/m程度を添加した膨張コンクリート
を使用するのが好ましい。
The cast concrete 9 may be ordinary concrete having a compressive strength of 27 N / mm 2 or more after a material age of 28 days, but from the viewpoint of preventing cracks from occurring due to drying shrinkage of the concrete 9. It is preferable to use expansive concrete to which about 30 kg / m 3 of expansive cement admixture is added.

【0018】このようにして構成された合成床版橋は、
各H形鋼下フランジ3の下端面間にわたって底鋼板4を
トルシア型高力ボルト5で接合することにより、かつ、
上フランジ1の下面に山形鋼フランジ6aを所要間隔で
軸部の長い高力ボルト7で接合することにより、鋼部材
を溶接することなく、並列開断面鋼桁を構成する。
The composite slab bridge thus constructed is
By joining the bottom steel plate 4 with the torcia-type high-strength bolt 5 across the lower end surface of each H-shaped steel lower flange 3, and
By joining angle steel flanges 6a to the lower surface of the upper flange 1 at required intervals with high-strength bolts 7 having long shafts, a parallel open section steel girder is formed without welding steel members.

【0019】また、所要間隔で上フランジ2に軸部の長
い高力ボルト7で接合された山形鋼6は、上フランジの
変形を拘束し、並列開断面鋼桁の架設時及びコンクリー
ト打設時における上フランジ1の座屈を防止するため、
従来、H形鋼ウエブに長手方向6m以下に取り付けられ
る中間横桁を不要とし、工場製作の省力化と施工の安全
性を達成できる。
The angle steel 6 joined to the upper flange 2 at a required interval by a high-strength bolt 7 having a long shaft portion restrains the deformation of the upper flange, and is used when erection of a parallel open section steel girder and concrete casting. To prevent the upper flange 1 from buckling at
Conventionally, an intermediate cross girder attached to an H-section steel web in a longitudinal direction of 6 m or less is unnecessary, and labor saving in factory production and safety in construction can be achieved.

【0020】さらに、打設コンクリート9の硬化後は、
上フランジ1に固定された軸部の長い高力ボルト7と山
形鋼6によりコンクリート9と並列開断面鋼桁が合成さ
れた大きな曲げ剛度を得られるところから桁高比(桁高
/支間)は1/25乃至1/40とすることができる。
Further, after the concrete 9 has been hardened,
Since a large bending stiffness can be obtained by combining a concrete 9 and a parallel open section steel girder with the long high-strength bolt 7 and the angle iron 6 fixed to the upper flange 1, the girder height ratio (girder height / span) is It can be 1/25 to 1/40.

【0021】つぎに、本発明の別の実施の形態を図3及
び図4に、さらに別の実施の形態を図5及び図6に基づ
き説明する。この実施の形態は、軸部の長い高力ボルト
の軸部先端の下方位置と底鋼板の上面間のコンクリート
の一部を発泡樹脂で置き換えたものである。置換部は中
空のままであってもよい。
Next, another embodiment of the present invention will be described with reference to FIGS. 3 and 4, and still another embodiment will be described with reference to FIGS. 5 and 6. FIG. In this embodiment, a part of the concrete between the lower position of the tip of the shaft portion of the high-strength bolt having a long shaft portion and the upper surface of the bottom steel plate is replaced with foamed resin. The replacement may be hollow.

【0022】図3及び図4において、合成床版橋は、軸
部の長い高力ボルト7の軸部7cの先端から、鉄筋支持
鋼板10を挿通し、高力ボルトの軸部7cの先端にナッ
ト7dを取り付け、鉄筋支持鋼板10の上方に金網鉄筋
11を配置し、底鋼板4の上面から、前記ナット7dの
若干下方位置までに、比重が0.1以下の非常に軽い発
泡スチロール12を充填し、前記発泡スチロール12の
上面から上主鉄筋8の若干上方位置までコンクリート9
を打設して構築される。
In FIGS. 3 and 4, the composite slab bridge is formed by inserting a reinforcing steel plate 10 from the tip of the shaft portion 7c of the high-strength bolt 7 having a long shaft portion to the tip of the shaft portion 7c of the high-strength bolt. A nut 7d is attached, a wire mesh reinforcing bar 11 is arranged above the reinforcing bar supporting steel plate 10, and a very light polystyrene foam 12 having a specific gravity of 0.1 or less is filled from the upper surface of the bottom steel plate 4 to a position slightly below the nut 7d. The concrete 9 extends from the upper surface of the Styrofoam 12 to a position slightly above the upper main reinforcing bar 8.
It is built by casting.

【0023】図5及び図6において、合成床版橋は、軸
部の長い高力ボルト7の軸部7cの先端からエキスパン
ドメタル13と大きなサイズのワッシヤー7eを挿通配
置し、軸部の長い高力ボルト7の軸部7cの先端にナッ
ト7dを取り付け、底鋼板4の上面から、前記ナット7
dの若干下方位置までに、比重が0.1以下の非常に軽
い発泡スチロール12を充填し、前記発泡スチロール1
2の上面から上主鉄筋8の若干上方位置までコンクリー
トを打設して構築される。
5 and 6, the composite floor slab bridge has an expanded metal 13 and a large-sized washer 7e inserted through the tip of a shaft 7c of a high-strength bolt 7 having a long shaft, and a long shaft. A nut 7d is attached to the tip of the shaft portion 7c of the force bolt 7, and the nut 7
d, a very light styrofoam 12 having a specific gravity of 0.1 or less is filled to a position slightly below d.
The concrete is cast from the upper surface of 2 to a position slightly above the upper main reinforcing bar 8.

【0024】このようにして、上記2つの実施の形態の
構築された合成床版橋において、コンクリートの一部を
合成樹脂発泡体で又は中空に置き換えたので、全体の重
量を軽減することができ、また、経済的負担も軽減する
ことができる。
As described above, in the synthetic deck bridge constructed in the above two embodiments, since a part of concrete is replaced with a synthetic resin foam or hollow, the entire weight can be reduced. In addition, the economic burden can be reduced.

【0025】つぎに、本発明に係る構築方法による合成
床版橋の並列開断面鋼桁の底鋼板の橋軸方向の継手の実
施形態を図7及び図8に示す。
Next, an embodiment of the joint in the bridge axis direction of the bottom steel plate of the parallel open section steel girder of the composite slab bridge by the construction method according to the present invention is shown in FIGS.

【0026】上述した構築方法に係る合成床版橋にあっ
ては、並列開断面鋼桁を架設する現地に輸送し、所定の
橋台に架設する際、輸送の法的な制約や架設クレーンの
能力から、並列開断面鋼桁を幅2.5m程にブロック分
割する必要が生じる。
In the composite deck slab according to the above-described construction method, when transporting to the site where the parallel open-section steel girder is to be erected, and when erection on a predetermined abutment, legal restrictions on transportation and capacity of the erection crane. Therefore, it becomes necessary to divide the parallel open section steel girder into blocks each having a width of about 2.5 m.

【0027】そこで、ここでは、当該ブロックを、再度
一体化する際においても鋼部材を溶接することなく、高
力ボルトまたは接着剤により接合するものである。
Therefore, here, the blocks are joined by high-strength bolts or an adhesive without welding the steel members even when the blocks are integrated again.

【0028】図7に示す構造は、隣接する下フランジ3
の上面に底鋼板4と同等以上の厚さを有する継手底鋼板
14をトルシア型高力ボルト5で締め付けたものであ
る。
The structure shown in FIG.
A joint bottom steel plate 14 having a thickness equal to or greater than that of the bottom steel plate 4 is fastened to the upper surface of the joint with a torcia-type high strength bolt 5.

【0029】図8に示す構造は、隣接する下フランジ3
の上面に底鋼板4と同等以上の厚さを有する継手底鋼板
14を接着剤15で接合したものである。なお、前記接
着剤には低粘度高強度エポキシ樹脂系接着剤や二液混合
アクリル樹脂系接着剤などがある。
The structure shown in FIG.
A joint bottom steel plate 14 having a thickness equal to or greater than that of the bottom steel plate 4 is joined to an upper surface of the base plate with an adhesive 15. The adhesive includes a low-viscosity high-strength epoxy resin-based adhesive and a two-component mixed acrylic resin-based adhesive.

【0030】本発明は上述のようにしてなるので、つぎ
の効果を有する。
Since the present invention is configured as described above, it has the following effects.

【0031】請求項1及び請求項2において、溶接作業
を必要としないので、溶接による信頼性の低下、ひずみ
や強度の変化による疲労耐久性の低下を避けることがで
きる。
In the first and second aspects, no welding work is required, so that a decrease in reliability due to welding and a decrease in fatigue durability due to a change in strain or strength can be avoided.

【0032】H形鋼上フランジ下方に軸部を重設した高
力ボルトと山形鋼の組み合せにより並列開断面鋼桁とコ
ンクリートの一体化を達成する構成としたので、市場性
の高いそしてサイズの豊富な高力ボルト及び山形鋼を使
用することができるところから、必要な量だけ比較的廉
価に入手できる。
The construction is such that the parallel open-section steel girder and concrete are integrated by combining a high-strength bolt having a shaft portion provided below the upper flange of the H-section steel and the angle iron, so that it has high marketability and size. From where abundant high-strength bolts and angle irons can be used, the required quantities can be obtained relatively inexpensively.

【0033】所要間隔で上フランジの軸部の長い高力ボ
ルトで接合された山形鋼は、上フランジの変形を拘束
し、並列開断面鋼桁の架設時及びコンクリート打設時に
おける上フランジの座屈を防止する。
The angle steel, which is joined at a required interval with a high-strength bolt having a long shaft portion of the upper flange, restrains the deformation of the upper flange, and the seat of the upper flange during the installation of the parallel open section steel girder and the concrete casting. Prevent buckling.

【0034】また、高力ボルトの頭部が上フランジ上面
に突起するが、この突起高は通常は最大で20mm程で
あるため、上フランジ上面からコンクリート圧縮縁まで
の距離をコンクリートの最小かぶりまで小さくすること
ができる。
The head of the high-strength bolt protrudes from the upper surface of the upper flange. Since the height of the protrusion is usually about 20 mm at the maximum, the distance from the upper surface of the upper flange to the compressed edge of the concrete is reduced to the minimum cover of the concrete. Can be smaller.

【0035】請求項2において、軸部の長い高力ボルト
の軸部先端の下方位置と底鋼板上面間のコンクリートの
一部を中空にするか発泡樹脂で置き換える構成としたの
で、開断面鋼桁内に充填するコンクリートの量が減少
し、スパンの長い、また、桁高の大きい合成床版橋にあ
っても重量負担及び経済性負担を十分に軽減することが
できる。
According to the second aspect of the present invention, since a part of the concrete between the lower position of the tip of the high-strength bolt having a long shaft and the upper surface of the bottom steel plate is made hollow or replaced with a foamed resin, an open-section steel girder is provided. The amount of concrete to be filled into the bridge is reduced, and even in the case of a composite deck bridge having a long span and a large girder height, the weight burden and economic burden can be sufficiently reduced.

【図面の簡単な説明】[Brief description of the drawings]

【図1】本発明の実施の形態を示す合成床版橋の横断面
図である。
FIG. 1 is a cross-sectional view of a composite slab bridge showing an embodiment of the present invention.

【図2】図1のAーA線断面図である。FIG. 2 is a sectional view taken along line AA of FIG.

【図3】本発明の別の実施の形態を示す合成床版橋の横
断面図である。
FIG. 3 is a cross-sectional view of a composite slab bridge showing another embodiment of the present invention.

【図4】図3のBーB線断面図である。FIG. 4 is a sectional view taken along line BB of FIG. 3;

【図5】本発明のさらに別の実施の形態を示す合成床版
橋の横断面図である。
FIG. 5 is a cross-sectional view of a composite deck bridge showing still another embodiment of the present invention.

【図6】図5のC−C線断面図である。FIG. 6 is a sectional view taken along line CC of FIG. 5;

【図7】本発明の構築方法に係る合成床版橋の橋軸方向
における底鋼板の継手部の実施の形態を示す横断面図で
ある。
FIG. 7 is a cross-sectional view showing an embodiment of a joint portion of a bottom steel plate in the bridge axis direction of the composite floor slab bridge according to the construction method of the present invention.

【図8】本発明の構築方法に係る合成床版橋の橋軸方向
における底鋼板の継手部の別の実施の形態を示す横断面
図である。
FIG. 8 is a cross-sectional view showing another embodiment of the joint portion of the bottom steel plate in the bridge axis direction of the composite slab bridge according to the construction method of the present invention.

【符号の説明】[Explanation of symbols]

1 上フランジ 1a ボルト挿通用穴 2 H形鋼 3 下フランジ 4 底鋼板 5 トルシア型高力ボルト 6 山形鋼 6a 山形鋼のフランジ 7 軸部の長い高力ボルト 7a ワッシャー 7b ナット 7c 高力ボルトの軸部 7d 軸部先端の取り付けナット 7e 大きなサイズのワッシャー 8 上主鉄筋 9 コンクリート 10 鉄筋支持鋼板 11 金網鉄筋 12 発泡スチロール 13 エキスパンドメタル 14 継手用底鋼板 15 接着剤 DESCRIPTION OF SYMBOLS 1 Upper flange 1a Bolt insertion hole 2 H-shaped steel 3 Lower flange 4 Bottom steel plate 5 Torcia type high strength bolt 6 Angle steel 6a Angle steel flange 7 High strength bolt with long shaft 7a Washer 7b Nut 7c High strength bolt shaft Part 7d Mounting nut at the tip of the shaft part 7e Large size washer 8 Upper main reinforcing steel 9 Concrete 10 Reinforcing steel support steel plate 11 Wire mesh reinforcing steel 12 Styrofoam 13 Expanded metal 14 Joint bottom steel plate 15 Adhesive

Claims (2)

【特許請求の範囲】[Claims] 【請求項1】 上フランジにボルト挿通用穴を有するH
形鋼を所要間隔に並列配置し、各H形鋼の下フランジの
下端面間にわたって底鋼板をトルシア型高力ボルトで接
合し、かつ、隣接する上フランジ下面に長手方向に所要
間隔で配置した山形鋼を、ボルト挿通用穴の上面より挿
通した軸部の長い高力ボルトを用いて上フランジ下面よ
りナットで締め付け固定して並列開断面鋼桁を形成し、
かつ、上フランジの上面よりも上部位置に上主鉄筋を配
置し、前記開断面鋼桁を共通の支保工並びに型枠とし
て、底鋼板の上面から、前記上主鉄筋の上方位置までコ
ンクリートを打設してなることを特徴とする合成床版橋
の構築方法。
1. An H having a bolt insertion hole in an upper flange.
The section steels were arranged in parallel at required intervals, and the bottom steel plate was joined with the torcia-type high-strength bolts between the lower end faces of the lower flanges of each H-section steel, and arranged at required intervals in the longitudinal direction on the lower surface of the adjacent upper flange. Using a high-strength bolt with a long shaft part inserted from the upper surface of the bolt insertion hole, the angle iron is tightened and fixed with a nut from the lower surface of the upper flange to form a parallel open section steel girder,
Also, an upper main reinforcing bar is arranged at a position higher than the upper surface of the upper flange, and concrete is struck from the upper surface of the bottom steel plate to a position above the upper main reinforcing bar by using the open section steel girder as a common support and formwork. A method of constructing a composite floor slab bridge, characterized by being installed.
【請求項2】 軸部の長い高力ボルトの軸部先端の下方
位置と底鋼板上面間のコンクリートの一部を中空又は発
泡樹脂で置換えたことを特徴とする請求項1に記載の合
成床版橋の構築方法。
2. The synthetic floor according to claim 1, wherein a part of the concrete between the lower portion of the tip of the shaft portion of the high strength bolt having a long shaft portion and the upper surface of the bottom steel plate is replaced with a hollow or foamed resin. How to build a bridge.
JP37285699A 1999-12-28 1999-12-28 Construction method of composite floor slab bridge Expired - Fee Related JP4293696B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP37285699A JP4293696B2 (en) 1999-12-28 1999-12-28 Construction method of composite floor slab bridge

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP37285699A JP4293696B2 (en) 1999-12-28 1999-12-28 Construction method of composite floor slab bridge

Publications (2)

Publication Number Publication Date
JP2001182015A true JP2001182015A (en) 2001-07-03
JP4293696B2 JP4293696B2 (en) 2009-07-08

Family

ID=18501164

Family Applications (1)

Application Number Title Priority Date Filing Date
JP37285699A Expired - Fee Related JP4293696B2 (en) 1999-12-28 1999-12-28 Construction method of composite floor slab bridge

Country Status (1)

Country Link
JP (1) JP4293696B2 (en)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2008063803A (en) * 2006-09-07 2008-03-21 Jfe Engineering Kk Composite floor slab formed of shape steel with inner rib, composite floor slab bridge, or composite girder bridge
JP2008231718A (en) * 2007-03-19 2008-10-02 Hanshin Expressway Co Ltd Reinforcing method for steel floor slab
CN105839534A (en) * 2016-05-16 2016-08-10 湖南大学 Steel-ultra-high-performance concrete composite board connecting joint and construction method

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103255723B (en) * 2013-06-04 2015-07-01 中交二航局第四工程有限公司安徽分公司 Pulley type steel strand limitation tool
CN103982004A (en) * 2014-03-31 2014-08-13 浙江杭萧钢构股份有限公司 Steel tube bundle combination structure with I-shaped web

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2008063803A (en) * 2006-09-07 2008-03-21 Jfe Engineering Kk Composite floor slab formed of shape steel with inner rib, composite floor slab bridge, or composite girder bridge
JP2008231718A (en) * 2007-03-19 2008-10-02 Hanshin Expressway Co Ltd Reinforcing method for steel floor slab
CN105839534A (en) * 2016-05-16 2016-08-10 湖南大学 Steel-ultra-high-performance concrete composite board connecting joint and construction method

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