JP5781284B2 - Steel structure with high strength bolted joints using welded reinforcement plates - Google Patents

Steel structure with high strength bolted joints using welded reinforcement plates Download PDF

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JP5781284B2
JP5781284B2 JP2010204884A JP2010204884A JP5781284B2 JP 5781284 B2 JP5781284 B2 JP 5781284B2 JP 2010204884 A JP2010204884 A JP 2010204884A JP 2010204884 A JP2010204884 A JP 2010204884A JP 5781284 B2 JP5781284 B2 JP 5781284B2
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steel
plate
steel body
flange
reinforcing plate
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JP2012057450A (en
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内田　昌克
昌克 内田
岩郷　俊二
俊二 岩郷
速雄 岩郷
速雄 岩郷
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Arcreate KK
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Description

鉄骨構造物の接合には、溶接接合によるものとボルト接合によるものがある。本発明は、柱又は梁に取り付ける高力ボルト継手を更に高強度にした鉄骨構造物に関するものである。ボルト継手において、スプライスプレート(添板)と母材とをボルトとナットで締め付けて両部材間の摩擦力を利用するものを通常のボルト継手とし、両部材間の摩擦力を利用するものを高力ボルト継手とする。 There are two types of joining of steel structures: welding and welding. The present invention relates to a steel structure in which a high-strength bolt joint attached to a column or beam is further strengthened. In bolted joint, those utilizing tightening the splice plate and (添板) and the base material with a bolt and nut frictional force between both members to a normal bolted joint, high those that utilize a frictional force between both members Use force bolt joints.

高力ボルト継手は、スプライスプレートと母材とを強度の高いボルトとナットで締め付けて両部材間で生ずる摩擦力で継手の強度を確保する。従って、高力ボルト継手は高力ボルトによる摩擦接合継手とも言う。
特開２００８−２２６８号公報に、高力ボルトによる摩擦接合構造及び構造物耐震補強方法が開示されている。本方法は、鋼材の外側に突きだした第１添え板と第２添え板との間にスペーサを配置させて鋼材に穴を開けずに鋼材同士を接合させる方法である。本方法は、溶接による接合が難しいところに適用することを目的としている。
また、特開平７−８２８００号公報では、摩擦接合高力ボルト継手と溶接継手を併用する施工方法が開示されている。本方法では、同じ材料部材の中で溶接とボルト接合が併用されている。 The high-strength bolt joint secures the strength of the joint by a frictional force generated between both members by fastening the splice plate and the base material with high-strength bolts and nuts. Therefore, the high-strength bolt joint is also referred to as a friction joint by high-strength bolt.
Japanese Patent 2008-2268 JP, friction bonding structure and structures Retrofit method according high strength bolts have been disclosed. This method is a method in which a spacer is arranged between the first accessory plate and the second accessory plate protruding to the outside of the steel material, and the steel materials are joined without making a hole in the steel material. This method is intended to be applied to places where joining by welding is difficult.
Japanese Patent Laid-Open No. 7-82800 discloses a construction method in which a friction-joined high-strength bolt joint and a welded joint are used in combination. In this way, welding and bolting in the same material member are used in combination.

特開２００８−２２６８号公報JP 2008-2268 A 特開平７−８２８００号公報JP-A-7-82800

図１に示す従来の高力ボルト接合では、鋼材本体の降伏点までは摩擦が一定の割合で確保されているが、鋼材本体の降伏点よりも鋼材本体に働く応力が高くなると鋼材本体の伸びと絞りが起こり、鋼材本体の断面積が減少し、鋼材本体とスプライスプレートとの摩擦力が低減する。建築の耐震鋼材本体に働く応力が降伏点を超えて鋼材本体の変形が進むと応力がボルトと鋼材本体のボルト穴部に掛かりボルト破損又は鋼材本体の破損が起こる。その場合、鋼材本体の引張強度まで確保できない。建築設計で保有水平耐力設計を実施した場合は、保有耐力（規格引張強度）までボルト継手が確保されない場合はそれだけ耐力を低減させて設計する必要がある。
特開２００８−２２６８号公報では、ボルト穴が本体に開けられていないので、鋼材本体の保有耐力は確保できない。また、特開平７−８２８００号公報では、鋼材本体の耐力は向上するが、ボルト接合も残っているのでその分耐力の低下が避けられないし、また、建設現場での溶接作業が必要で建設現場での雨・風等天候の影響や現場作業員の採用、現場養生等が必要になってくる。
本発明では、係る現場溶接の問題を避けると共に、ボルト継手において保有耐力での強度が確保できることを目的にしている。 In the conventional high-strength bolt joint shown in FIG. 1, friction is ensured at a certain rate up to the yield point of the steel body. However, if the stress acting on the steel body becomes higher than the yield point of the steel body, the elongation of the steel body is increased. The squeezing occurs, the cross-sectional area of the steel body decreases, and the frictional force between the steel body and the splice plate decreases. When the stress acting on the earthquake-resistant steel body of the building exceeds the yield point and the steel body is deformed, the stress is applied to the bolt holes of the bolt and the steel body, and the bolt or the steel body is damaged. In that case, the tensile strength of the steel body cannot be secured. When the retained horizontal strength design is carried out in the building design, if the bolt joint cannot be secured up to the retained strength (standard tensile strength), it is necessary to reduce the yield strength accordingly.
In Japanese Patent Application Laid-Open No. 2008-2268, since the bolt holes are not formed in the main body, the retained strength of the steel main body cannot be ensured. In Japanese Patent Laid-Open No. 7-82800, the proof stress of the steel body is improved, but since the bolt joint remains, a reduction in the proof stress is unavoidable, and a welding operation is necessary at the construction site. The effects of weather such as rain and wind, recruitment of on-site workers, and on-site curing are required.
In the present invention, together with avoiding the problem of field welding according strength on a held resistant force in the bolt joint is the purpose can be ensured.

本発明は、前記目的を達成するために建築物や橋梁等の摩擦接合高力ボルト継手に、接合される鋼材本体の板厚等が異なったときに良く用いられるフィラー材をスプライスプレートと鋼材本体との間に挿入し、該フィラー材をスプライスプレートから鋼材本体に働く主応力方向にはみ出させてはみ出したフィラー材と本体鋼材を溶接接合させ、鋼材本体のボルト継手部の断面積増加によりボルト継手部で降伏させないようにする方法を用いる。このようにすればフィラー材は予め工場で鋼材本体と溶接接合させて、建設現場で溶接ほど天候に左右されずに摩擦接合高力ボルト継手を作ることができる。
図２に示すように、本発明は、鉄骨構造物の横方向に延在するＨ形鋼からなる鋼材本体１，１のフランジどうしを接合するボルト継手２に対して、各スプライスプレート５と各鋼材本体１のフランジとの間に補強板１０を挟み込んで、各スプライスプレート５から各鋼材本体１の軸方向に該補強板１０をはみ出させて、各補強板１０のはみ出し端部と鋼材本体１のフランジとを溶接接合７させたことを特徴とする鉄骨構造物である。この発明の特徴は、該スプライスプレート５から鋼材本体１の軸方向に該補強板１０をはみ出させることであり、はみ出したところの端部と鋼材本体１のフランジとを突合せ溶接又はすみ肉溶接で溶接接合７させることである。また、前記補強板が前記スプライスプレートからはみ出すはみ出し部の長さが、前記鋼材本体のフランジの板厚の１倍〜５倍であり、前記鋼材本体、前記補強板および前記スプライスプレートが同様の引張強度の場合に、前記スプライスプレートの横断面積≧１.３×（鋼材本体のフランジの全横断面積）であるとともに、前記補強板の全横断面積≧０.３×（鋼材本体のフランジの全横断面積）である。このようにして、ボルト継手部及び鋼材本体の部分まで鋼材本体のフランジの板厚を増加させ該補強板１０部分で鋼材本体のフランジよりも耐力を向上させて荷重が付加されても鋼材本体のフランジよりも降伏荷重を増加させ該補強板１０部での摩擦力の低下を防ぎ、ボルト穴部の鋼材本体１のフランジ又はボルト剪断破壊を防止することを目的としている。また、図２に示すように、該スプライスプレート５から鋼材本体１の軸方向に該補強板１０をはみ出させるのは、ボルト継手部２に対して突合せ溶接又はすみ肉溶接の溶接接合７による熱影響及び熱変形を避けるためである。 In order to achieve the above object, the present invention uses a splice plate and a steel material main body that are often used when the steel material main body to be joined to a friction joint high-strength bolt joint such as a building or a bridge has a different thickness. The filler material is inserted between the splice plate in the main stress direction acting on the steel material body, and the protruding filler material and the steel material are welded to each other, and the bolt joint portion is increased by increasing the cross-sectional area of the bolt joint portion of the steel material body. Use a method to prevent yielding at the part. In this way, the filler material can be welded and joined to the steel body at the factory in advance, and a friction-joined high-strength bolt joint can be made without being affected by the weather as much as welding at the construction site.
As shown in FIG. 2, in the present invention , each splice plate 5 and each of the splice plates 5 are connected to a bolt joint 2 that joins flanges of steel bodies 1 and 1 made of H-shaped steel extending in the lateral direction of the steel structure. sandwiches the reinforcing plate 10 between the flange of the steel body 1, thereby protrude the reinforcing plate 10 in the axial direction of the steel body 1 from each splicing plate 5, end and a steel body protrusion of the reinforcing plate 10 1 is a steel structure characterized by welding joint 7 to one flange . This feature of the invention is thereby protrude the reinforcing plate 10 in the axial Direction steel body 1 from the splicing plate 5, butt welding the ends of at protruding and the flange of the steel body 1 or fillet weld The welding joint 7 is used. Further, the length of the protruding portion of the reinforcing plate that protrudes from the splice plate is 1 to 5 times the plate thickness of the flange of the steel material body, and the steel material body, the reinforcing plate, and the splice plate have the same tension. in the case of intensity, together with the a cross-sectional area ≧ 1.3 × splice plate (total cross-sectional area of the flange of the steel body), the total transverse flange of the total cross-sectional area ≧ 0.3 × (steel body of the reinforcing plate Area). In this way, even if a load is applied by increasing the plate thickness of the flange of the steel material body to the bolt joint part and the steel material body part and improving the proof stress at the reinforcing plate 10 part than the flange of the steel material body , The purpose is to increase the yield load more than the flange and prevent the frictional force at the reinforcing plate 10 from lowering, and to prevent the flange or bolt shear failure of the steel body 1 at the bolt hole. Further, as shown in FIG. 2, the spilling out of the reinforcing plate 10 in the axial Direction steel body 1 from the splice plate 5 by welding 7 butt welding or fillet welded to the bolted joint section 2 This is to avoid thermal effects and thermal deformation.

本発明においては、補強板を梁又は鋼材本体に溶接接合させることにより、高力ボルト接合部の降伏変形を防止してボルト継手の強度を梁又は鋼材本体より高めて接合効率を上げるのに、薄い補強板を梁又は鋼材本体に溶接接合させるだけで可能になるので、製作が容易であり、且つ、本体梁又は鋼材本体のサイズダウンによりコスト低減が図れる。In the present invention, by welding the reinforcing plate to the beam or steel body, to prevent yield deformation of the high-strength bolt joint, to increase the strength of the bolt joint from the beam or steel body to increase the joint efficiency, Since the thin reinforcing plate can be simply welded to the beam or the steel material body, it can be manufactured easily, and the cost can be reduced by reducing the size of the body beam or the steel material body.

Ｈ形鋼の場合の従来の摩擦接合高力ボルト継手の正面図である。 It is a front view of the conventional friction joining high strength bolted joint in the case of H-section steel . Ｈ形鋼の場合で、スプライスプレートと梁フランジの間に補強板を挿入した摩擦接合高力ボルト継手の正面図である。 FIG. 5 is a front view of a friction bonded high strength bolt joint in which a reinforcing plate is inserted between a splice plate and a beam flange in the case of H-shaped steel . 梁フランジと補強板の長手方向が梁軸方向１１に設置されて互いに完全溶け込み溶接されている正面図である。 It is a front view in which the longitudinal direction of the beam flange and the reinforcing plate is installed in the beam axis direction 11 and is completely melted and welded to each other . 梁フランジと補強板の長手方向が梁軸方向１１に設置されて互いに溶接される状況の正面図であって、（イ）は、開先角度θが３０〜６０°の場合の完全溶け込み溶接の例であり、（ロ）は開先角度θが６０〜１２０°の場合のすみ肉溶接の例である。It is a front view of the situation where the longitudinal direction of the beam flange and the reinforcing plate is installed in the beam axis direction 11 and is welded to each other. (A) is a complete penetration welding in the case where the groove angle θ is 30-60 ° is an example, (b) is an example of a fillet weld in the case included angle θ is 60 to 120 °. 建築鉄骨柱梁接合部でダイアフラムに梁ブラケット１３を取り付けて、その梁ブラケットと柱梁１とを高力ボルト接合した正面図である。 And the beam bracket 13 to the diaphragm in the building steel beam-column joints mounting a front view and high strength bolted connection and its beam brackets and Beam 1. 建築鉄骨柱梁接合部でダイアフラムを柱から突出させて、その突出ダイアフラム端部と中央梁の両方に補強板を溶接させて高力ボルト接合した正面図である。 To protrude the diaphragm from the pillar in the building steel beam-column joints, it is a front view of the high strength bolted connection by welding a reinforcing plate to both the central beam the protruding diaphragm end. 建築鉄骨柱梁接合部で厚板のダイアフラムを柱から突出させて、その突出ダイアフラムと補強板溶接された中央梁とを高力ボルト接合した正面図である。 The diaphragm of the planks in the building steel beam-column joints to protrude from the pillar is a front view of the high strength bolts joining the central beam reinforced plate welded to the protruding diaphragm. 角形鋼管柱及び該柱から突出したダイアフラムの上面図であって、（イ）はダイアフラムが２方向に突出した場合、（ロ）はダイアフラムが３方向に突出した場合、（ハ）はダイアフラムが４方向に突出した場合である。これらのダイアフラム端部と中央梁とボルト継手で接合される。It is a top view of a square steel pipe column and a diaphragm protruding from the column , where (a) is when the diaphragm protrudes in two directions , (b) is when the diaphragm protrudes in three directions, and (c) is when the diaphragm is 4 This is a case of protruding in the direction. These diaphragm ends, the central beam and the bolt joint are joined.

実施の形態１
本発明において、通常用いられる最適な寸法は図２において次の通りである。
完全溶け込み溶接（突合せ溶接）の開先角度範囲はθ＝３０〜６０°（度）
すみ肉溶接の開先角度範囲はθ＝６０〜１２０°（度）
補強板のはみ出し部１０の長さ＝補強板が取り付けられる鋼材母材板厚（Ｈ形鋼からなる鋼材本体のフランジの板厚）の１倍〜５倍
鋼材本体と補強板の溶接はシャコ万力等で抑えて実施し、その後スプライスプレートをあてがってボルト接合を行う。シャコ万力の代わりに、鋼材本体と補強板とスプライスプレートを同時にボルトで仮締めして鋼材本体と補強板の溶接を実施して、その後ボルトで本締めしても良い。
実施の形態２
鋼材本体、スプライスプレート、補強板の全ての部材のボルト摩擦接合される表面はいずれもサンドブラスト処理をするか赤さび状態にする。そして、通常、ボルトは高力ボルトを用いて仮締めを行った後に所定のボルト締めを行い摩擦接合させる。
実施の形態３
補強ボルト継手が、鋼材本体よりも高い耐力を持つために用いられる鋼材・補強板・スプライスプレートが同様の引張強度の場合は次の条件を満たす必要がある。
（１）スプライスプレートの全横断面積≧１.３×（鋼材本体のフランジの全横断面積）
即ち、鋼材本体が終局耐力に達してもスプライスプレートが降伏しない条件である。
（２）補強板の全横断面積≧０.３×（鋼材本体のフランジの全横断面積）
即ち、鋼材本体が終局耐力に達しても溶接された補強板はみ出し部（余長部）で降伏しない。これにより、鋼材本体の降伏による降伏変形で補強板はみ出し部の鋼材本体とはみ出し補強板部で降伏せず断面の収縮が抑制されて、鋼材本体と補強板部とスプライスプレートの間の摩擦力が確保される。
参考例１
図７に一例を示すように、左右の鋼材本体（突出ダイアフラム１６と中央梁フランジ３）で板厚が異なる場合は、その片方（中央梁フランジ３）だけに該補強板１０を挿入して鋼材本体（中央梁フランジ３）と補強板１０のはみ出し部との溶接８を行う。
参考例２
本参考例においては、スプライスプレート又は補強板又はその両方を鋼材本体よりも高い強度の材質を用いることを特徴とする鉄骨構造物とする。このようにすれば、降伏強度の比の分だけスプライスプレート又はボルト材料を節約できるし、より効率的なボルト継手を得ることができる。
実施の形態４
本発明において、スプライスプレート又は補強板又はその両方を本体鋼板よりも幅広にして板厚を増やす効果を上げることができる。
実施の形態５
溶接継手開先と溶接のど厚の例を説明する。
図３は、本発明で梁フランジと補強板の長手方向が梁軸方向１１に設置されて互いに完全溶け込み溶接されている正面図である。
図４は、梁フランジ３と補強板１０の長手方向が梁軸方向１１に設置されて互いに溶接される状況の正面図である。（イ）は、開先角度θが３０〜６０°の場合の完全溶け込み溶接の例である。（ロ）は開先角度θが６０〜１２０°の場合のすみ肉溶の例である。なお、補強板１０の板厚が必要とされる板厚以上の場合は、図４（イ）又は（ロ）ののど厚は必要とする板厚に必要な分だけでも良い。
参考例３
本参考例のように柱梁接合部に適用した場合は、図５に示す梁ブラケット１３の長さ（スパン）Lを５００ｍｍ以下に短くすることができる。これは、本参考例では、建築の保有水平耐力による耐震設計時に、ボルト継手が母材と同等以上であるために、ボルト継手が柱近傍の高いモーメントによる高い応力に対しても耐えることができるため柱フランジの母材よりも先に塑性ヒンジとなることがないである。従来では、ボルト継手は建築の保有水平耐力による耐震設計時に、ボルト継手が母材以下であるために梁ブラケットの長さ即ちスパンＬを大きくして梁の応力度の小さいところまで移動せざるを得ない。この場合、余りスパンＬを長くすると製作工場から建設現場までの運送が困難になるという問題がある。従って、このスパンＬは小さい方が望ましく、本参考例により柱梁接合部等部材の輸送上の効率が向上する。 Embodiment 1
In the present invention , the optimum dimensions usually used are as follows in FIG.
The groove angle range for complete penetration welding (butt welding) is θ = 30-60 ° (degrees).
The groove angle range for fillet welding is θ = 60 to 120 ° (degrees).
The length of the protruding portion 10 of the reinforcing plate is 1 to 5 times the thickness of the steel base metal plate to which the reinforcing plate is attached (the thickness of the flange of the steel body made of H-shaped steel). This is done with a force, etc., and then the splice plate is applied to join the bolts. Instead of the giant clam vise, the steel body, the reinforcing plate, and the splice plate may be temporarily tightened simultaneously with bolts to weld the steel body and the reinforcing plate, and then tightened with bolts.
Embodiment 2
The surfaces of all members of the steel body, splice plate, and reinforcing plate that are to be friction-bonded with bolts are either sandblasted or red rusted. In general, the bolt is temporarily fastened using a high-strength bolt, and then a predetermined bolt is tightened to perform friction bonding.
Embodiment 3
The following conditions must be satisfied when the steel material, the reinforcing plate, and the splice plate used for the reinforcing bolt joint to have higher yield strength than the steel material body have the same tensile strength .
(1) Total cross-sectional area of splice plate ≧ 1.3 × (total cross-sectional area of flange of steel body)
That is, it is a condition that the splice plate does not yield even when the steel body reaches the ultimate strength.
(2) Total cross-sectional area of the reinforcing plate ≧ 0.3 × ( total cross-sectional area of the flange of the steel body)
That is, even if the steel body reaches the ultimate strength, the welded reinforcing plate does not yield at the protruding portion (extra length portion). As a result, due to the yield deformation due to the yield of the steel body, the steel body at the protruding portion of the reinforcing plate does not yield at the protruding reinforcing plate portion, and the shrinkage of the cross section is suppressed, and the friction force between the steel body, the reinforcing plate portion, and the splice plate is reduced. Secured.
Reference example 1
As shown in an example in FIG. 7, when the plate thickness differs between the left and right steel main bodies (the protruding diaphragm 16 and the central beam flange 3), the reinforcing plate 10 is inserted into only one (the central beam flange 3). Welding 8 between the main body (center beam flange 3) and the protruding portion of the reinforcing plate 10 is performed.
Reference example 2
In this reference example , the splice plate and / or the reinforcing plate is a steel structure characterized by using a material having higher strength than the steel material body. In this way, the splice plate or bolt material can be saved by the yield strength ratio, and a more efficient bolt joint can be obtained.
Embodiment 4
In the present invention , the effect of increasing the plate thickness by making the splice plate and / or the reinforcing plate wider than the main steel plate can be improved .
Embodiment 5
An example of the weld joint groove and weld throat thickness will be described .
FIG. 3 is a front view in which the longitudinal directions of the beam flange and the reinforcing plate are installed in the beam axis direction 11 and are completely melted and welded to each other in the present invention .
FIG. 4 is a front view of a situation where the longitudinal directions of the beam flange 3 and the reinforcing plate 10 are installed in the beam axis direction 11 and are welded to each other. (B) is an example of a full penetration if the included angle θ is 30 to 60 °. (B) is an example of fillet melting when the groove angle θ is 60 to 120 °. When the thickness of the reinforcing plate 10 is equal to or greater than the required thickness, the throat thickness shown in FIG. 4 (a) or (b) may be as much as necessary for the required thickness.
Reference example 3
When applied to a column beam joint as in this reference example, the length (span) L of the beam bracket 13 shown in FIG. 5 can be shortened to 500 mm or less. This is because, in this reference example , the bolted joint can withstand high stress due to a high moment near the column because the bolted joint is equal to or better than the base metal during the seismic design with the retained horizontal strength of the building. Therefore, it does not become a plastic hinge before the base material of the column flange. In conventional bolt joints during seismic design according holdings lateral strength of the building, the bolt joint but to move far smaller stresses of the beam by increasing the length or span L of the beam bracket in order to be under mother Zai以 I do not get. In this case, if the span L is made too long, there is a problem that it is difficult to carry from the production factory to the construction site. Therefore, it is desirable that the span L is small, and this reference example improves the transportation efficiency of members such as column beam joints.

１ 梁又は鋼材本体
２ ボルト継手
３ フランジ
４ ウエブ
５ スプライスプレート
６ 高力ボルト
７ 溶接接合（すみ肉溶接又は突合せ溶接）
８ 突合せ溶接（完全溶け込み溶接）
９ すみ肉溶接
１０ 補強板又はフィラー
１１ 補強板又はフィラーのスプライスプレートからのはみ出し部
１２ 梁軸方向又は主応力方向
１３ 梁ブラケット
１４ 柱
１５ ダイアフラム
１６ 柱から突出したダイアフラム
１７ 柱と突出ダイアフラムで囲まれたところに取り付けられたガセット又はウエブ 1 Beam or steel body 2 Bolt joint 3 Flange 4 Web 5 Splice plate 6 High-strength bolt 7 Welding joint (fillet welding or butt welding)
8 Butt welding (complete penetration welding)
9 Fillet weld 10 Reinforcing plate or filler 11 Protruding plate 12 from the splice plate of reinforcing plate or filler Beam axis direction or principal stress direction 13 Beam bracket 14 Column 15 Diaphragm 16 Diaphragm 17 protruding from column Surrounded by column and protruding diaphragm Gusset or web attached

Claims (1)

鉄骨構造物の横方向に延在するＨ形鋼からなる鋼材本体のフランジどうしを接合するボルト継手に対して、各スプライスプレートと各鋼材本体のフランジとの間にそれぞれ補強板を取り付けて、各スプライスプレートから各鋼材本体の軸方向に各補強板をはみ出させて、各補強板のはみ出し端部と各鋼材本体のフランジとを溶接接合させ、
前記補強板が前記スプライスプレートからはみ出すはみ出し部の長さが、前記鋼材本体のフランジの板厚の１倍〜５倍であり、
前記鋼材本体、前記補強板および前記スプライスプレートが同様の引張強度の場合に、前記スプライスプレートの横断面積≧１.３×（鋼材本体のフランジの全横断面積）であるとともに、前記補強板の全横断面積≧０.３×（鋼材本体のフランジの全横断面積）である、
ことを特徴とする鉄骨構造物。 Reinforcement plates are attached between each splice plate and the flange of each steel body for the bolt joints that join the flanges of the steel body made of H-shaped steel extending in the lateral direction of the steel structure. Each reinforcing plate protrudes from the splice plate in the axial direction of each steel body , and the protruding end of each reinforcing plate and the flange of each steel body are welded and joined.
The length of the protruding portion where the reinforcing plate protrudes from the splice plate is 1 to 5 times the plate thickness of the flange of the steel body,
When the steel body, the reinforcing plate, and the splice plate have the same tensile strength, the cross-sectional area of the splice plate ≧ 1.3 × ( the total cross-sectional area of the flange of the steel body) and The cross-sectional area ≧ 0.3 × ( total cross-sectional area of the flange of the steel body) .
A steel structure characterized by that.
JP2010204884A 2010-09-13 2010-09-13 Steel structure with high strength bolted joints using welded reinforcement plates Expired - Fee Related JP5781284B2 (en)

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