JP2013087432A - Steel plate floor for bridge, and method of manufacturing steel plate floor for bridge - Google Patents
Steel plate floor for bridge, and method of manufacturing steel plate floor for bridge Download PDFInfo
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Description
本発明は、デッキプレートにＵリブを溶接した橋梁用鋼床版および橋梁用鋼床版の製造方法に関する。具体的には、鋼橋梁の鋼床版において生じることのあるＵリブの溶接ルート部からの疲労き裂の発生防止対策に関する。 The present invention relates to a steel plate for a bridge in which a U-rib is welded to a deck plate and a method for manufacturing a steel plate for a bridge. More specifically, the present invention relates to measures for preventing the occurrence of fatigue cracks from the weld root portion of the U rib that may occur in the steel deck of a steel bridge.
従来、デッキプレートにＵリブによる補強を施した橋梁用鋼床版では端部に曲がりのない同形のＵリブを鋼床版デッキプレート上に所定の間隔で並べて、Ｕリブの幅端部を鋼床版デッキプレートに隅肉溶接で取り付ける方法が一般的であった。 Conventionally, in bridge steel slabs reinforced with U-ribs on deck plates, U-ribs of the same shape without bending at the ends are arranged on the steel deck slab plates at predetermined intervals, and the wide ends of the U-ribs are made of steel. The method of attaching to the deck deck plate by fillet welding was common.
図５に示すように、鋼床版は、デッキプレートの下面に縦リブや横リブを設けて補剛するとともに上面に舗装を施したものであり、縦桁、横桁を介して主桁で支持される構造となっている。鋼床版を主桁と合成することが構造上も有利となり、上記図５に示すような箱桁形式の他、図６に示すようなＩ桁形式の鋼床版桁も多用されている。縦リブと横リブの交差部は、縦リブからのせん断力を横リブに確実に伝達できる構造でなければならない。また、橋桁端部で端横桁に取り付く場合や、横リブを境にして縦リブ断面が変化する場合を除き、図５に示すように、縦リブは、横リブの腹板を貫通して、連続させるのが望ましい。縦リブと横リブの交差部のように、溶接線が集中する箇所では交差部の構造、スカラップの取り方、溶接サイズなどに留意して、溶接施工が実施される。最近、Ｕリブを大型化したりデッキプレートを厚板化したりして床組としての断面性能を増加させ、応力の低減、疲労損傷の低減を図った合理化構造も採用されている。しかし、従来の鋼床版では、Ｕリブの隅肉溶接のルートの部分から疲労き裂が発生し鋼床版デッキプレートを貫通したり、Ｕリブを貫通したりすることがあり、橋梁の強度を低下させ、鋼橋の安全性に大きな影響を及ぼすことから、疲労き裂発生の防止方法が望まれている。 As shown in FIG. 5, the steel deck is stiffened by providing vertical and horizontal ribs on the bottom surface of the deck plate and paved on the top surface. It has a supported structure. It is structurally advantageous to synthesize the steel deck with the main girder, and in addition to the box girder format as shown in FIG. 5, an I girder type steel deck slab as shown in FIG. 6 is often used. The intersecting portion of the vertical rib and the horizontal rib must have a structure that can reliably transmit the shearing force from the vertical rib to the horizontal rib. Moreover, as shown in FIG. 5, the vertical rib penetrates the abdominal plate of the horizontal rib as shown in FIG. It is desirable to make it continuous. At locations where weld lines are concentrated, such as at the intersections of vertical ribs and horizontal ribs, welding is carried out in consideration of the structure of the intersections, how to take scallops, the welding size, and the like. Recently, a rationalized structure has been adopted in which the U-rib is increased in size or the deck plate is increased in thickness to increase the cross-sectional performance of the floor assembly to reduce stress and fatigue damage. However, with conventional steel slabs, fatigue cracks may occur from the fillet weld route portion of the U-rib, which may penetrate the steel slab deck plate or penetrate the U-rib. Therefore, a method for preventing the occurrence of fatigue cracks is desired.
補強リブを有する橋梁用鋼床版の疲労対策に関しては、従来から種々の提案がなされており、例えば、特許文献１には、鋼床版の縦リブ用のＵリブを、一対の側板と、それとは別体をなす底板とに分割し、各側板の幅方向の上端部を鋼床版のデッキプレートに外側と内側の両側から隅肉溶接し、底板の幅方向の両端部に設けた第２嵌合部を各側板の幅方向の下端部に設けた第１嵌合部に嵌合させて一対の側板の下端部どうし間に底板を架け渡すことにより、施工の品質保証を確保し、疲労き裂の有無をも容易に点検できる鋼床版の縦リブ用Ｕリブが記載されている。 Various proposals have been made for fatigue measures of steel slabs for bridges having reinforcing ribs. For example, in Patent Document 1, U ribs for vertical ribs of steel slabs, a pair of side plates, It is divided into separate bottom plates, and the width direction upper end of each side plate is welded to the deck plate of the steel floor slab from both the outer and inner sides, and is provided at both ends of the width direction of the bottom plate. 2 By fitting the fitting part to the first fitting part provided at the lower end part in the width direction of each side plate and bridging the bottom plate between the lower end parts of the pair of side plates, ensuring the quality assurance of construction, A steel rib slab vertical rib U-rib that can easily check for the presence of fatigue cracks is described.
また、特許文献２には、従来のＵリブの溶接部の疲労対策として隅肉溶接の溶け込みを深くする方法が記載されているが、こうした方法を用いても必ずしも十分な溶接ルート部の疲労寿命が得られないことが指摘されており、溶接量の比較的小さいＵリブ構造での疲労対策を断念し、デッキプレートと縦リブを接合する溶接量の多い形態を考案、その形態として、断面逆Ｔ字状縦リブまたは断面Ｌ字状縦リブのウェブが、溶接でデッキプレートの下面に固定されて、前記断面逆Ｔ字状縦リブまたは断面Ｌ字状縦リブがデッキプレートに設置され、前記断面逆Ｔ字状縦リブまたは断面Ｌ字状縦リブのフランジには、横桁にボルトで固定するためのボルト挿通孔を備えており、断面逆Ｔ字状縦リブまたは断面Ｌ字状縦リブのウェブ平面中心軸線と横桁の平面中心軸線との交差部を中心とする範囲であって、前記溶接によるウェブ長手方向の溶接ビードの少なくとも前記縦リブ高さ寸法の範囲に超音波ピーニングを施すことにより、ルート溶接部と止端溶接部の双方の疲労強度を向上させる耐疲労鋼床版が記載されている。
In addition,
また、特許文献３には、Ｕリブの先端部の内面側に所定の寸法の開先を設けておき、デッキプレートとＵリブで形成される閉断面空間の外側からデッキプレートにＵリブを溶接してＵリブ鋼床版を製作することにより、溶接ルート部の熱収縮による拘束を緩和することでデッキプレートを貫通するデッキ貫通亀裂の発生を的確に防止することができるＵリブ鋼床版が記載されている。 Further, in Patent Document 3, a groove having a predetermined dimension is provided on the inner surface side of the tip portion of the U rib, and the U rib is welded to the deck plate from the outside of the closed cross-sectional space formed by the deck plate and the U rib. By producing a U-rib steel slab, a U-rib steel slab that can accurately prevent the occurrence of a deck penetration crack that penetrates the deck plate by relaxing the restraint due to thermal shrinkage of the weld root portion is provided. Have been described.
しかし、特許文献１の方法では部材に勘合部を設けなくなければならず部材の製造コストの大幅な上昇は避けられない。また、特許文献２では施工の段階で、デッキプレートを下にして、その上にＬや逆Ｔの断面をもつ部材を溶接で取り付けることになるため、部材が不安定で倒れやすいため、Ｕリブ工法では不要な支えをしなければならなくなるため工数が増えることや、縦リブのフランジのすきまで溶接をしなければならないため溶接態勢の制約やブラスト処理や塗装でも作業の方向が限定されるため負荷が増える。特許文献３では理想的な溶接ではある程度効果が得られるが、コントロールが難しい溶接ルート部の溶け込みについては検査が行いにくいことや、Ｕリブ溶接ルート部に作用する繰り返し負荷そのものを緩和するものではないため、疲労き裂発生の懸念があることは明らかである。
また、この方法は、発生したき裂を鋼材性能で伝播を遅くしようというものであるが、一般に鋼床版には１０ｍｍ〜２０ｍｍ程度の薄い鋼板が用いられているため発生した後のき裂進展寿命は極めて短く、疲労き裂発生までの寿命とトータルした寿命延長効果は限定的である。
上記のように、従来の鋼床版では、種々の疲労き裂防止方法の発明がなされているが十分なものではなかった。また、土木学会等でも疲労き裂事例の紹介や種々の評価試験が行われており、隅肉溶接の溶け込み量の影響などが検討されているが、性能に加えコストの面でも有効な疲労対策がなかった。
However, in the method of Patent Document 1, a fitting portion must be provided on the member, and a significant increase in the manufacturing cost of the member is inevitable. Further, in
In addition, this method is intended to slow the propagation of the generated crack due to the steel material performance, but since a thin steel plate of about 10 mm to 20 mm is generally used for the steel floor slab, the crack propagation after the generation occurs. The life is extremely short, and the life until fatigue crack initiation and the total life extension effect are limited.
As described above, in the conventional steel slab, various fatigue crack prevention methods have been invented, but they are not sufficient. In addition, the Japan Society of Civil Engineers has introduced fatigue crack cases and various evaluation tests, and the effects of penetration of fillet welds have been studied. There was no.
本発明は、前述のような従来技術の問題点を解決し、橋梁用鋼床版におけるデッキプレートのＵリブ溶接部のルートからの疲労き裂発生を遅らせ、鋼製橋梁の鋼床版の強度低下を防いで安全性を高めるとともに、橋梁の補修間隔を長くして補修費用を軽減することができる橋梁用鋼床版および橋梁用鋼床版の製造方法を提供することを課題とする。 The present invention solves the problems of the prior art as described above, delays the occurrence of fatigue cracks from the root of the U-rib welded portion of the deck plate in the steel plate for bridges, and increases the strength of the steel plate for steel bridges. It is an object of the present invention to provide a steel deck for a bridge and a method for manufacturing a steel deck for a bridge, which can prevent the deterioration and increase the safety and reduce the repair cost by extending the repair interval of the bridge.
本発明は前述の課題を解決するために鋭意検討の結果なされたものであり、その要旨とするところは特許請求の範囲に記載した通りの下記内容である。
（１）デッキプレートにＵリブを溶接した橋梁用鋼床版であって、
該Ｕリブのデッキプレート側の端部を、該デッキプレートに接するように曲がった形状とし、該曲がった部分の長さ（Ｌおよび／またはＬ´）がＵリブの厚み（ｔ）以上であることを特徴とする橋梁用鋼床版。
（２）前記Ｕリブの曲がった部分が、該Ｕリブの開口部の外側に延長されていることを特徴とする（１）に記載の橋梁用鋼床版。
（３）前記Ｕリブの曲がった部分が、該Ｕリブの開口部の内側に延長されていることを特徴とする（１）に記載の橋梁用鋼床版。
（４）前記Ｕリブの曲がった部分が、デッキプレート上部からの大型車両の輪荷重による繰り返し負荷の頻度が高い方向に延長されていることを特徴とする（１）に記載の橋梁用鋼床版。
（５）（１）乃至（４）のいずれか一項に記載の橋梁用鋼床版の製造方法であって、前記デッキプレートの下面にＵリブを隅肉溶接により取り付け、該溶接止端部にグラインダー処理を施すことにより該溶接止端部の形状を滑らかにすることを特徴とする橋梁用鋼床版の製造方法。
（６）（１）乃至（４）のいずれか一項に記載の橋梁用鋼床版の製造方法であって、前記デッキプレートの下面にＵリブを隅肉溶接により取り付け、該溶接止端部にハンマーピーニング処理または超音波衝撃処理を施すことにより該溶接止端部に止端に沿った連続的なへこみを形成することを特徴とする橋梁用鋼床版の製造方法。
The present invention has been made as a result of intensive studies in order to solve the above-mentioned problems, and the gist of the present invention is the following contents as described in the claims.
(1) A steel slab for bridges with a U-rib welded to a deck plate,
The end of the U rib on the deck plate side is bent so as to be in contact with the deck plate, and the length (L and / or L ′) of the bent portion is equal to or greater than the thickness (t) of the U rib. A steel floor slab for bridges.
(2) The steel plate for bridges according to (1), wherein the bent portion of the U-rib is extended to the outside of the opening of the U-rib.
(3) The steel plate for bridges according to (1), wherein the bent portion of the U-rib is extended inside the opening of the U-rib.
(4) The steel floor for a bridge according to (1), wherein the bent portion of the U-rib is extended in a direction in which the frequency of repeated loading due to the wheel load of a large vehicle from the top of the deck plate is high. Edition.
(5) A method for manufacturing a steel deck for bridge according to any one of (1) to (4), wherein a U-rib is attached to the lower surface of the deck plate by fillet welding, and the weld toe A method for producing a steel slab for a bridge, wherein the shape of the weld toe is smoothed by applying a grinder treatment to the steel plate.
(6) A method for producing a steel plate for a bridge according to any one of (1) to (4), wherein a U-rib is attached to the lower surface of the deck plate by fillet welding, and the weld toe A method for producing a steel slab for a bridge, comprising forming a continuous dent along the toe at the weld toe by performing hammer peening or ultrasonic shock treatment on the weld toe.
本発明によれば、橋梁用鋼床版におけるデッキプレートのＵリブ溶接部のルートからの疲労き裂発生を遅らせ、鋼製橋梁の鋼床版の強度低下を防いで安全性を高めるとともに、橋梁の補修間隔を長くして補修費用を軽減することができる橋梁用鋼床版および橋梁用鋼床版の製造方法を提供することができ、具体的には下記のような産業上有用な著しい効果を奏する。 According to the present invention, the fatigue crack generation from the root of the U-rib welded portion of the deck plate in the steel plate for bridge is delayed, the strength of the steel plate in the steel bridge is prevented from being lowered, and safety is improved. It is possible to provide a steel slab for bridges and a method for manufacturing a steel slab for bridges that can reduce the repair cost by extending the repair interval of the steel. Play.
１）Ｕリブのデッキプレート側の端部を、該デッキプレートに接するように曲がった形状とすることにより、鋼床版デッキプレートに作用する繰り返し荷重による溶接ルート部での応力振幅を小さくすることによるルート部の疲労寿命を延長することができる。
２）デッキプレートへの作用荷重分布を考慮して、Ｕリブの曲がった部分が、デッキプレート上部からの大型車両の輪荷重による繰り返し負荷の頻度が高い方向に延長することによって、Ｕリブの疲労寿命延長効果をさらに高めることができる。
３）ルート破壊を防止すれば次に隅肉溶接止端からの疲労き裂発生が懸念されるため、溶接止端部にグラインダー処理、ハンマーピーニング処理、または、超音波衝撃処理を施すことによる疲労き裂発生防止対策をあわせて行うことによって、Ｕリブ構造を持つ鋼床版の疲労寿命をさらに延長することができる。
1) By making the end of the U-rib on the deck plate side bent so as to contact the deck plate, the stress amplitude at the weld root due to repeated loads acting on the steel deck deck plate is reduced. The fatigue life of the root part due to can be extended.
2) Considering the distribution of load acting on the deck plate, fatigue of the U-rib is caused by extending the bent portion of the U-rib in a direction where the frequency of repeated loading due to the wheel load of a large vehicle from the top of the deck plate is high. The life extension effect can be further enhanced.
3) If root fracture is prevented, fatigue cracks may occur from the fillet weld toe. Fatigue by applying grinder treatment, hammer peening treatment, or ultrasonic impact treatment to the weld toe portion. The fatigue life of a steel deck with a U-rib structure can be further extended by taking measures to prevent cracking.
本発明の実施の形態について、図１〜図４を用いて詳細に説明する。
図１〜図４において、１はデッキプレート、２はＵリブ、３は溶接止端部、ＬはＵリブ開口部の曲がった部分の長さ（外側）、Ｌ´はＵリブ開口部の曲がった部分の長さ（内側）、ｔはＵリブの厚みを示す。
Embodiments of the present invention will be described in detail with reference to FIGS.
1-4, 1 is a deck plate, 2 is a U-rib, 3 is a weld toe, L is the length (outside) of the bent portion of the U-rib opening, and L 'is the bent of the U-rib opening. The length (inner side) of the portion and t indicates the thickness of the U-rib.
図１は、本発明の橋梁用鋼床版のＵリブの開口部の外側に疲労荷重を負荷するタイプＡの試験体を示し、図２は、本発明の橋梁用鋼床版のＵリブの開口部の内側に疲労荷重を負荷するタイプＢの試験体を示す図である。 FIG. 1 shows a test specimen of type A in which a fatigue load is applied to the outside of the opening portion of the U-rib of the steel plate for bridge of the present invention, and FIG. 2 shows the U-rib of the steel plate for bridge of the present invention. It is a figure which shows the test body of the type B which loads a fatigue load inside an opening part.
図１、図２に示すように、本発明の鋼床版は、デッキプレートの下面にＵリブを隅肉溶接した構造物である。本発明において、Ｕリブとは、断面がＵ字状の補強部材をいう。 As shown in FIGS. 1 and 2, the steel slab of the present invention is a structure in which a U-rib is fillet welded to the lower surface of the deck plate. In the present invention, the U-rib means a reinforcing member having a U-shaped cross section.
図３は、本発明の橋梁用鋼床版のＵリブの開口部の形状を例示する図であり、図３（ａ）はＵリブ２の横断面における曲がった部分が、該Ｕリブ２の開口部の外側に延長されている例を示し、図３（ｂ）はＵリブ２の横断面における曲がった部分が、該Ｕリブ２の開口部の内側に延長されている例を示し、図３（C）はＵリブ２の曲がった部分が、該Ｕリブ２の開口部の外側および内側の双方に延長されている例を示す。
FIG. 3 is a diagram illustrating the shape of the opening of the U-rib of the steel floor slab for a bridge according to the present invention, and FIG. 3 (a) shows the bent portion of the U-rib 2 in the cross section. FIG. 3B shows an example in which the bent portion in the cross section of the
本発明は、デッキプレート１にＵリブ２を溶接した橋梁用鋼床版であって、図３に示すように、Ｕリブ２の横断面におけるデッキプレート１側の端部を、該デッキプレート１に接するように曲がった形状とすることにより、鋼床版デッキプレートに作用する繰り返し荷重による溶接ルート部での応力振幅を小さくすることができるのでルート部の疲労寿命を延長することができる。
The present invention is a steel slab for a bridge in which a
鋼床版デッキプレートに作用する繰り返し荷重による溶接ルート部での応力振幅を小さくするためには、Ｕリブ２の曲がった部分の長さ（Ｌおよび／またはＬ´）がＵリブの厚み（ｔ）以上であることが必要である。
In order to reduce the stress amplitude at the weld root due to repeated loads acting on the steel deck deck plate, the length (L and / or L ′) of the bent portion of the
また、Ｕリブ２の曲がった部分の長さ（Ｌおよび／またはＬ´）長いほどリブの剛性も上がるため良いが橋梁自体の重量が重くなるため、リブの厚み（ｔ）の１０倍以内が好ましい。
Also, the longer the length (L and / or L ′) of the bent portion of the
なお、本発明においては、Ｕリブ２の横断面におけるデッキプレート１側の端部を曲がった形状にする成形方法は問わないが、熱間または冷間プレス、もしくは、孔型ロールを用いた圧延により成形することが好ましい。
In the present invention, there is no limitation on the molding method in which the end on the deck plate 1 side in the cross section of the
図４は、本発明の橋梁用鋼床版のＵリブの曲がった部分が、該Ｕリブの開口部のデッキプレート上部からの繰り返し荷重の期待値が大きい方向に延長する実施例を示す図である。 FIG. 4 is a view showing an embodiment in which the bent portion of the U-rib of the steel deck for bridge according to the present invention extends in the direction in which the expected value of the repeated load from the deck plate upper portion of the opening of the U-rib is large. is there.
図４の上段の棒グラフに示すように、車幅が大きく積載重量の大きい車両の車輪が通過する路側帯に近い部分において大荷重が作用する頻度が高く、車線中央部は大荷重作用頻度が低くなっており、図４の中段の発明例に示すように、Ｕリブの張り出し部をＵリブの曲がった部分が、該Ｕリブの開口部のデッキプレート上部からの大荷重の繰り返し頻度値が大きい方向に延長することによって、輪荷重がデッキプレートに作用した際のＵリブ溶接ルート部への応力振幅を小さくし、ルートからの疲労き裂発生を防止する疲労寿命延長効果をさらに高めることができる。 As shown in the bar graph in the upper part of FIG. 4, a large load is frequently applied in a portion close to a roadside zone through which wheels of a vehicle having a large vehicle width and a large load weight pass, and a large load application frequency is low in the center of the lane. As shown in the middle example of FIG. 4, the bent portion of the U-rib overhangs the U-rib, and the U-rib opening has a large repetition frequency value from the top of the deck plate. By extending in the direction, the stress amplitude to the U-rib weld root when a wheel load acts on the deck plate can be reduced, and the fatigue life extension effect of preventing the occurrence of fatigue cracks from the root can be further enhanced. .
また、ルート破壊を防止すれば次に隅肉溶接止端からの疲労き裂発生が懸念されるため、Ｕリブの溶接止端部３にグラインダー処理を施し、溶接止端形状を滑らかにすることや、ハンマーピーニング処理、または、超音波衝撃処理を施して溶接止端形状を滑らかにする上に止端部に圧縮残留応力を導入することにより、疲労き裂発生防止対策をあわせて行うことによって、橋梁デッキプレート全体としての疲労き裂の発生を抑制することができる。ここに、グラインダー処理とはディスク式またはビット式のハンドグラインダーを用いて、溶接止端部を曲率半径が２ｍｍ〜２０ｍｍになるように削る方法であって、削る溶接金属部が少ない場合には溶接ビードを増し盛りしてから削る方法である。ここに、ハンマーピーニング処理とは圧縮空気や電力で機能するジェットタガネやチッパー、リベットハンマ、剥離機などの振動工具を用い、先端に凸型の曲面を有する振動端子で溶接止端を含めた止端付近を打撃する方法であって、溶接止端部にその振動端子の打撃痕を形成させる方法である。ここに、超音波衝撃処理とは、超音波振動端子によって溶接止端部を打撃する処理をいい、２００ｗ〜２ｋｗの電源を用いて、トランスデューサによって２０ｋＨｚ〜６０ｋＨｚの超音波振動を発生させ、φ２ｍｍ〜６ｍｍのピンからなる超音波振動端子を１０〜４０μｍの振幅で振動させることによって、打撃部の表面の平滑性にすぐれた深さ数百μｍ程度の圧痕を形成させる方法である。 In addition, if root fracture is prevented, fatigue cracks may occur from the fillet weld toe next, so grind processing is applied to the weld toe 3 of the U rib to smooth the weld toe shape. In addition to smoothing the weld toe shape by applying hammer peening treatment or ultrasonic impact treatment, and introducing compressive residual stress to the toe portion, it also takes measures to prevent fatigue cracking The occurrence of fatigue cracks in the bridge deck plate as a whole can be suppressed. Here, the grinder processing is a method of using a disk-type or bit-type hand grinder to cut the weld toe so that the radius of curvature is 2 mm to 20 mm. When there are few weld metal parts to be cut, welding is performed. It is a method of shaving after increasing the bead. Here, the hammer peening process uses a vibrating tool such as a jet chisel, chipper, rivet hammer, or peeling machine that functions with compressed air or electric power. This is a method of hitting the vicinity of the end, and forming a hitting trace of the vibration terminal at the weld toe. Here, the ultrasonic impact treatment refers to a treatment of hitting the weld toe portion with an ultrasonic vibration terminal, and an ultrasonic vibration of 20 kHz to 60 kHz is generated by a transducer using a power source of 200 w to 2 kw. This is a method of forming an indentation with a depth of about several hundreds μm that is excellent in the smoothness of the surface of the striking part by vibrating an ultrasonic vibration terminal composed of a 6 mm pin with an amplitude of 10 to 40 μm.
本発明の鋼床版のモデル疲労試験を行った。鋼床版デッキプレートには板厚１２ｍｍの鋼板ＳＭ４９０Ｂ（ＪＩＳ Ｇ ３１０６）、Ｕリブには板厚６ｍｍのＳＭ４９０ＹＢ（ＪＩＳ Ｇ ３１０６）を用い、断面寸法は３００×２２０×６−４０をベースに端部をあらかじめ長めにしておき、冷間加工により端部を整形した。成形後の端部の寸法を表１に示す。鋼床版デッキプレートとの溶接はＹＦＷ−Ｃ５０ＤＲ（ＪＩＳ Ｚ ３３１３：ワイヤ径１．２ｍｍ）を用い炭酸ガス半自動溶接（ガス組成ＣＯ2：１００％、溶接入熱１．８ｋＪ／ｍｍ）で行い、前述の図１、図２の試験体を作製した。内側に端部を伸ばした構造では試験体の中央にＵリブ２が一本、外側に延ばした構造ではＵリブ２を２本並べＵリブの幅と同様の間隔を持ってデッキプレート３に取り付け、図１のタイプＡでは、橋梁用鋼床版のＵリブ２の開口部の外側である試験体中央部に５ｔの繰り返し荷重を与え、図２のタイプＢでは、橋梁用鋼床版のＵリブ２の開口部の内側である試験体中央部に５ｔの繰り返し荷重を与えた。また、溶接止端部３には疲労対策法として超音波ピーニング処理またはグラインダー処理を行った。
A model fatigue test was performed on the steel slab of the present invention. A steel plate SM490B (JIS G 3106) with a plate thickness of 12 mm is used for the steel deck deck plate, and a SM490YB (JIS G 3106) with a plate thickness of 6 mm is used for the U-rib. The cross-sectional dimensions are based on 300 x 220 x 6-40. The part was made long in advance, and the end part was shaped by cold working. Table 1 shows the dimensions of the end portions after molding. Welding with the steel deck deck plate is performed by carbon dioxide semi-automatic welding (gas composition CO 2 : 100%, welding heat input 1.8 kJ / mm) using YFW-C50DR (JIS Z 3313: wire diameter 1.2 mm), The test body shown in FIGS. 1 and 2 was prepared. In the structure where the end is extended inside, one U-rib 2 is arranged in the center of the test body, and in the structure where it extends outward, two U-ribs 2 are arranged and attached to the deck plate 3 with the same interval as the width of the U-rib. In type A in FIG. 1, a cyclic load of 5 t is applied to the center of the test body, which is outside the opening of the
疲労き裂の発生に影響を及ぼすと考えられる大型車両の輪荷重作用位置の頻度分布を測定した結果、車線の幅と大型車両の車幅の影響を受け、図４のように車線中央側で少なく、比較的路側帯に近い部分で最大とることが知られている。そこで、図５に示す断面構造を持つ奥行き１０００ｍｍの試験体を作製した。 As a result of measuring the frequency distribution of the wheel load acting position of a large vehicle that is thought to affect the occurrence of fatigue cracks, it is affected by the width of the lane and the width of the large vehicle. It is known that it takes a maximum at a portion relatively close to the roadside belt. Accordingly, a test body having a cross-sectional structure shown in FIG.
図７は、実施例２の発明例と比較例を示す図であり、図７（ａ）は発明例試験体断面形状と載荷繰り返し数を示し、図７（ｂ）は比較例試験体断面形状を示す。 FIG. 7 is a diagram showing an example of the invention of Example 2 and a comparative example. FIG. 7A shows the cross-sectional shape of the test specimen of the inventive example and the number of repeated loadings, and FIG. Indicates.
デッキプレートには板厚１２ｍｍの鋼板ＳＭ４９０Ｂ（ＪＩＳ Ｇ ３１０６）、Ｕリブには板厚６ｍｍのＳＭ４９０ＹＢ（ＪＩＳ Ｇ ３１０６）を用い、断面寸法は３００×２２０×６−４０をベースに、図中に示すように発明例ではＵリブ端部に９ｍｍの張り出しを持たせ、隅肉溶接で取り付けた後に止端部の疲労対策として超音波ピーニング処理またはグラインダー処理を行い、比較例では張り出しを持たせずに隅肉溶接で取り付け、特段の疲労対策は行わなかった。図７に示したように各荷重作用位置に所定の回数の繰り返し負荷（２トン）を行った後に次の位置で荷重を作用させる方法で図中の左側から順番に負荷し、最右側が終わったところで最左側に移る繰り返し載荷作業を行い、部材に作用する輪荷重分布を模擬した疲労試験を行った。押し側の治具の幅は１５０ｍｍ長さは２００ｍｍとし、治具表面はあたり傷を防止するためゴム張りとした。なお、実際の鋼床版は横桁で支えることになるが、ここでは、試験の都合上試験機床に試験片を直置きし、試験を行った。この結果、比較例では一連の繰り返し負荷の１６セット目で疲労き裂が確認されたが、発明例では３０セット行ったがき裂は観察されなかったことで、本発明の効果が確認された。 A steel plate SM490B (JIS G 3106) with a plate thickness of 12 mm is used for the deck plate, a SM490YB (JIS G 3106) with a plate thickness of 6 mm is used for the U-rib, and the cross-sectional dimension is 300 × 220 × 6-40. As shown in the example, the U-rib end has a 9 mm overhang, and after attaching by fillet welding, ultrasonic peening or grinder processing is performed as a fatigue measure for the toe, and the comparative example has no overhang. It was attached by fillet welding, and no special fatigue measures were taken. As shown in FIG. 7, after applying a predetermined number of repeated loads (2 tons) to each load application position, the load is applied in order from the left side in the figure by the method of applying the load at the next position, and the rightmost side ends. At that time, repeated loading work moving to the leftmost side was performed, and a fatigue test simulating the wheel load distribution acting on the member was performed. The width of the pressing side jig was 150 mm, the length was 200 mm, and the jig surface was rubberized to prevent hitting. In addition, although an actual steel deck is supported by a horizontal beam, for the convenience of the test, the test piece was placed directly on the testing machine floor and tested. As a result, in the comparative example, fatigue cracks were confirmed at the 16th set of a series of repetitive loads, but in the invention examples, 30 sets were performed, but no cracks were observed, so the effect of the present invention was confirmed.
１ デッキプレート
２ Ｕリブ
３ 溶接止端部
Ｌ Ｕリブ開口部の曲がった部分の長さ（外側）
Ｌ´Ｕリブ開口部の曲がった部分の長さ（内側）
ｔ Ｕリブの厚み
1 Deck plate 2 U rib 3 Weld toe L Length of bent part of U rib opening (outside)
Length of bent part of L'U rib opening (inside)
t U-rib thickness
Claims (6)
該Ｕリブのデッキプレート側の端部を、該デッキプレートに接するように曲がった形状とし、該曲がった部分の長さ（Ｌおよび／またはＬ´）がＵリブの厚み（ｔ）以上であることを特徴とする橋梁用鋼床版。 Steel deck for bridges with U-rib welded to deck plate,
The end of the U rib on the deck plate side is bent so as to be in contact with the deck plate, and the length (L and / or L ′) of the bent portion is equal to or greater than the thickness (t) of the U rib. A steel floor slab for bridges.
The method for manufacturing a steel deck for bridge according to any one of claims 1 to 4, wherein a U-rib is attached to the lower surface of the deck plate by fillet welding, and hammer peening is applied to the weld toe. A method for producing a steel deck for bridges, comprising forming a continuous dent along the toe at the weld toe by performing a treatment or an ultrasonic impact treatment.
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| JP2016205024A (en) * | 2015-04-24 | 2016-12-08 | 新日鐵住金株式会社 | Steel floor slab |
| JP6072946B1 (en) * | 2016-01-29 | 2017-02-01 | 新日鐵住金株式会社 | Steel deck and road bridge |
| CN106735727A (en) * | 2016-12-12 | 2017-05-31 | 上海振华重工(集团)股份有限公司 | The single track welding method of U-shaped floor |
| JP2017186806A (en) * | 2016-04-06 | 2017-10-12 | 新日鐵住金株式会社 | U-shaped rib and manufacturing method of u-shaped rib |
| CN108316140A (en) * | 2017-12-22 | 2018-07-24 | 中交公路长大桥建设国家工程研究中心有限公司 | A kind of assembled Orthotropic Steel Bridge Deck structure |
| CN114753233A (en) * | 2022-05-31 | 2022-07-15 | 浙江中隧桥波形钢腹板有限公司 | Corner variable-thickness reinforced stiffening rib, manufacturing method thereof and bridge deck structure |
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| CN114753233A (en) * | 2022-05-31 | 2022-07-15 | 浙江中隧桥波形钢腹板有限公司 | Corner variable-thickness reinforced stiffening rib, manufacturing method thereof and bridge deck structure |
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