JP2014051822A - Steel beam and column-beam joint structure - Google Patents

Steel beam and column-beam joint structure Download PDF

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JP2014051822A
JP2014051822A JP2012196905A JP2012196905A JP2014051822A JP 2014051822 A JP2014051822 A JP 2014051822A JP 2012196905 A JP2012196905 A JP 2012196905A JP 2012196905 A JP2012196905 A JP 2012196905A JP 2014051822 A JP2014051822 A JP 2014051822A
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steel beam
web
stiffener
column
steel
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JP6105878B2 (en
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Koji Fukuda
浩司 福田
Yasuo Ichinohe
康夫 一戸
Satoshi Kitaoka
聡 北岡
Itaru Suzuki
至 鈴木
Yasuhiro Tsuneki
康弘 常木
Junichiro Ono
潤一郎 小野
Seiya Kimura
征也 木村
Kensuke Ando
顕祐 安藤
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Nikken Sekkei Ltd
Nippon Steel Corp
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Nikken Sekkei Ltd
Nippon Steel and Sumitomo Metal Corp
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Abstract

PROBLEM TO BE SOLVED: To provide a steel beam and a column-beam joint structure which is effective for shear buckling, when a load acts on the steel beam because of an earthquake or the like, and capable of suppressing excessive yield-strength increase while securing deformability by smoothly restricting local buckling of flanges.SOLUTION: A stiffening member 5 stiffening an end portion of a steel beam 1 with an H-shaped cross section is formed from a vertical stiffener 6 and a horizontal stiffener 7 which are provided in a web 3 in the end portion of the steel beam 1, and upper and lower end portions of the vertical stiffener 6 are not joined with flanges 2, 2, respectively. Therefore, since local buckling of the flanges 2, 2 is allowed by the vertical stiffener 6, excessive yield-strength increase can be suppressed while securing deformability by smoothly restricting local buckling of the flanges in the steel beam.

Description

本発明は、端部が補剛された鉄骨梁および柱梁接合構造に関する。   The present invention relates to a steel beam and a beam-column joint structure whose ends are stiffened.

Ｈ形断面の鉄骨梁においては、フランジの座屈により部材の耐荷能力が急激に低下するという問題がある。この問題に対しては、大きな曲げモーメントを受ける部分にスチフナあるいは補強リブを設けて補剛したり、局部座屈を生じるおそれがある場合に、剛性を上げるための補強リブ等を設けることが一般に行われている。このような従来の補強形態の一例としては、特許文献１に記載されたものが知られている。この補強形態は、Ｈ形鋼のウエブの両側に２枚ずつ鋼板（水平スチフナ）を溶接したものである。   In the steel beam having an H-shaped cross section, there is a problem that the load carrying capacity of the member is abruptly lowered due to the buckling of the flange. In order to solve this problem, it is common to provide stiffeners or reinforcing ribs at the part that receives a large bending moment, or to provide reinforcing ribs or the like to increase rigidity when there is a risk of local buckling. Has been done. As an example of such a conventional reinforcing form, what was described in patent document 1 is known. In this reinforcing form, two steel plates (horizontal stiffeners) are welded to both sides of the H-shaped steel web.

また、別の補強形態の一例として、特許文献２に記載されたものが知られている。この補強形態は、Ｈ形鋼からなる鉄骨梁の端部において、ウエブとフランジで囲まれた内側に、ウエブに面で接するようにコンクリートブロックを配置し、コンクリートブロックで前記ウエブを両側から押さえ付けて変形を拘束しつつ、鉄骨梁に作用する荷重によるフランジの局部変形を許容するようにしたものである。   Moreover, what was described in patent document 2 is known as an example of another reinforcement form. In this form of reinforcement, a concrete block is arranged at the end of a steel beam made of H-shaped steel so as to be in contact with the web on the inside surrounded by the web and flange, and the web is pressed from both sides with the concrete block. Thus, local deformation of the flange due to a load acting on the steel beam is allowed while restraining deformation.

実開昭５２−６９１１２号公報Japanese Utility Model Publication No. 52-69112 特開平８−４９３４９号公報JP-A-8-49349

ところで、前記特許文献１に記載の鉄骨梁では、水平スチフナは、せん断座屈に対して効果が出難いという問題がある。
また、特許文献２に記載の鉄骨梁では、鉄骨梁の端部において、ウエブ全面における座屈変形の拘束をしているので、鉄骨梁に地震等により荷重が作用した場合に、フランジの局部変形（局部座屈）を許容しても、耐力が過大に上昇してしまい、その結果、鉄骨梁と柱との柱梁接合部に先行破壊が生じる可能性があり、望ましくない。 By the way, in the steel beam described in Patent Document 1, there is a problem that the horizontal stiffener is hardly effective against shear buckling.
Further, in the steel beam described in Patent Document 2, since the buckling deformation is constrained on the entire surface of the web at the end of the steel beam, the local deformation of the flange occurs when a load is applied to the steel beam due to an earthquake or the like. Even if (local buckling) is allowed, the proof stress is excessively increased, and as a result, there is a possibility that a preceding failure may occur at the beam-column joint between the steel beam and the column, which is not desirable.

本発明は前記事情に鑑みてなされたもので、鉄骨梁に地震等により荷重が作用した場合に、せん断座屈に効果があり、かつ、フランジの局部座屈を緩やかに拘束して、変形能力を確保しつつ、過大な耐力上昇を抑制できる鉄骨梁および柱梁接合構造を提供することを目的としている。   The present invention has been made in view of the above circumstances, and is effective in shear buckling when a load is applied to a steel beam due to an earthquake or the like, and the local buckling of the flange is gently restrained, and the deformation capability It is an object of the present invention to provide a steel beam and column beam joint structure capable of suppressing an excessive increase in proof stress while securing the above.

上記目的を達成するために、本発明の鉄骨梁は、Ｈ形断面の鉄骨梁の端部が補剛部材によって補剛された鉄骨梁であって、
前記補剛部材は、前記鉄骨梁の端部のウエブに設けられて、当該鉄骨梁の長手方向と直交する縦スチフナ、または鉄骨梁を接合するウエブシャープレートで構成され、
この縦スチフナまたは鉄骨梁を接合するウエブシャープレートの上下端部はそれぞれ前記鉄骨梁のフランジと接合されていないことを特徴とする。 In order to achieve the above object, a steel beam of the present invention is a steel beam in which an end of a steel beam having an H-shaped cross section is stiffened by a stiffening member,
The stiffening member is provided on the web at the end of the steel beam, and is composed of a vertical stiffener orthogonal to the longitudinal direction of the steel beam, or a web shear plate that joins the steel beam,
The upper and lower ends of the web shear plate for joining the longitudinal stiffener or the steel beam are not joined to the flange of the steel beam, respectively.

本発明においては、補剛部材が、鉄骨梁の端部のウエブに設けられて、当該鉄骨梁の長手方向と直交する縦スチフナ、または鉄骨梁を接合するウエブシャープレートで構成されているので、水平スチフナに比してウエブのせん断座屈に効果があるとともに、当該せん断座屈を従来のコンクリートブロックによるものに比して許容する。
また、縦スチフナまたはウエブシャープレートの上下端部はそれぞれ前記鉄骨梁のフランジと接合されていないので、縦スチフナによってフランジの局部座屈が許容される。したがって、鉄骨梁のフランジの局部座屈を緩やかに拘束して、変形能力を確保しつつ、過大な耐力上昇を抑制できる。 In the present invention, the stiffening member is provided on the web at the end of the steel beam, and is composed of a longitudinal stiffener perpendicular to the longitudinal direction of the steel beam, or a web shear plate that joins the steel beam. It has an effect on the shear buckling of the web as compared with the horizontal stiffener, and allows the shear buckling as compared with the conventional concrete block.
Further, since the upper and lower ends of the vertical stiffener or the web shear plate are not joined to the flange of the steel beam, local buckling of the flange is allowed by the vertical stiffener. Therefore, the local buckling of the flange of the steel beam can be restrained gently, and an excessive increase in the proof stress can be suppressed while ensuring the deformability.

本発明の前記構成において、前記補剛部材が、前記縦スチフナまたはウエブシャープレートと、鉄骨梁の端部のウエブに設けられて、当該鉄骨梁の長手方向と平行な水平スチフナとを備えているのが好ましい。   In the above-described configuration of the present invention, the stiffening member includes the vertical stiffener or web shear plate, and a horizontal stiffener provided on the web at the end of the steel beam and parallel to the longitudinal direction of the steel beam. Is preferred.

縦スチフナは、ウエブの両面に互いに対向して設けるのが好ましい。
水平スチフナは、縦スチフナと接合されていてもよいし、接合されていなくてもよい。さらに、水平スチフナは平行に複数設けてもよい。また、水平スチフナは縦スチフナが設けられたウエブの面に設けてもよいし、この面の反対側の面に設けてもよい。さらに、水平スチフナは、縦スチフナと直交して設けてもよい。 The longitudinal stiffeners are preferably provided opposite to each other on both sides of the web.
The horizontal stiffener may or may not be joined to the vertical stiffener. Further, a plurality of horizontal stiffeners may be provided in parallel. Further, the horizontal stiffener may be provided on the surface of the web provided with the vertical stiffener, or may be provided on the surface opposite to this surface. Further, the horizontal stiffener may be provided orthogonal to the vertical stiffener.

このような構成によれば、水平スチフナと縦スチフナの併用により曲げ座屈とせん断座屈の双方に効果がある。   According to such a configuration, the combined use of the horizontal stiffener and the vertical stiffener is effective in both bending buckling and shear buckling.

また、本発明の鉄骨梁は、Ｈ形断面の鉄骨梁の端部が補剛部材によって補剛された鉄骨梁であって、
前記補剛部材は、前記鉄骨梁の端部のウエブに設けられて、当該鉄骨梁の長手方向と斜めに交差する斜めスチフナで構成され、
この斜めスチフナの上下端部はそれぞれ前記鉄骨梁のフランジと接合されていないことを特徴とする。 The steel beam of the present invention is a steel beam in which the end of the steel beam having an H-shaped cross section is stiffened by a stiffening member,
The stiffening member is provided on the web at the end of the steel beam, and is composed of an oblique stiffener that obliquely intersects the longitudinal direction of the steel beam,
The upper and lower ends of the diagonal stiffener are not joined to the flange of the steel beam.

本発明においては、補剛部材が、鉄骨梁の端部のウエブに設けられて、当該鉄骨梁の長手方向と斜めに交差する斜めスチフナで構成されているので、水平スチフナに比してせん断座屈に効果があるとともに、曲げ座屈にも効果があり、さらに当該せん断座屈を従来のコンクリートブロックによるものに比して許容する。
また、斜めスチフナの上下端部はそれぞれ前記鉄骨梁のフランジと接合されていないので、斜めスチフナによってフランジの局部座屈が許容される。したがって、鉄骨梁のフランジの局部座屈を緩やかに拘束して、変形能力を確保しつつ、過大な耐力上昇を抑制できる。 In the present invention, the stiffening member is formed of an oblique stiffener provided on the web at the end of the steel beam and obliquely intersecting the longitudinal direction of the steel beam. It has an effect on bending and also has an effect on bending buckling. Further, the shear buckling is allowed as compared with a conventional concrete block.
Further, since the upper and lower end portions of the diagonal stiffener are not joined to the flange of the steel beam, local buckling of the flange is allowed by the diagonal stiffener. Therefore, the local buckling of the flange of the steel beam can be restrained gently, and an excessive increase in the proof stress can be suppressed while ensuring the deformability.

また、本発明の柱梁接合構造は、端部が補剛部材によって補剛された鉄骨梁が柱に接合されていることを特徴とする。   In addition, the column beam connection structure of the present invention is characterized in that a steel beam whose end is stiffened by a stiffening member is bonded to the column.

本発明においては、鉄骨梁に地震等により荷重が作用した場合に、フランジの局部座屈を緩やかに拘束して、変形能力を確保しつつ、過大な耐力上昇を抑制できるので、鉄骨梁の耐力が過大に上昇することがなく、その結果、鉄骨梁と柱との柱梁接合部の健全性を保つことができる。   In the present invention, when a load is applied to the steel beam due to an earthquake or the like, the local buckling of the flange is gently restrained, and an excessive increase in the yield strength can be suppressed while securing the deformation capability. As a result, the soundness of the joint between the steel beam and the column can be maintained.

本発明によれば、鉄骨梁に地震等により荷重が作用した場合に、フランジの局部座屈を緩やかに拘束して、変形能力を確保しつつ、過大な耐力上昇を抑制できる。   ADVANTAGE OF THE INVENTION According to this invention, when a load acts on a steel beam by an earthquake etc., the local buckling of a flange is restrained gently, and an excessive proof stress rise can be suppressed, ensuring a deformation capability.

本発明の第１の実施の形態に係る柱梁接合構造を示すもので、（ａ）は側面図、（ｂ）は（ａ）におけるＡ−Ａ線断面図である。The column beam junction structure concerning a 1st embodiment of the present invention is shown, (a) is a side view and (b) is an AA line sectional view in (a). 同、第１変形例を示す側面図である。It is a side view showing the 1st modification same as the above. 同、第２変形例を示す側面図である。It is a side view which shows a 2nd modification similarly. 同、第３変形例を示す側面図である。It is a side view which shows a 3rd modification as same as the above. 同、第４変形例を示す側面図である。It is a side view which shows a 4th modification as same as the above. 同、第５変形例を示す側面図である。It is a side view which shows a 5th modification similarly. 本発明の第２の実施の形態に係る柱梁接合構造を示す側面図である。It is a side view which shows the column beam junction structure which concerns on the 2nd Embodiment of this invention. 試験に用いる載荷装置を示す正面図である。It is a front view which shows the loading apparatus used for a test. 鉄骨梁の載荷試験の結果を示すグラフである。It is a graph which shows the result of the loading test of a steel beam. 本発明の第３の実施の形態に係る柱梁接合構造を示すもので、（ａ）は側面図、（ｂ）は（ａ）におけるＡ−Ａ線断面図である。The column beam joining structure concerning the 3rd Embodiment of this invention is shown, (a) is a side view, (b) is the sectional view on the AA line in (a). 同、第１変形例を示す側面図である。It is a side view showing the 1st modification same as the above. 同、第２変形例を示す側面図である。It is a side view which shows a 2nd modification similarly.

以下、図面を参照して本発明の実施の形態について説明する。
（第１の実施の形態）
図１は第１の実施の形態に係る柱梁接合構造を示すもので、（ａ）は側面図、（ｂ）は（ａ）におけるＡ−Ａ線断面図である。 Embodiments of the present invention will be described below with reference to the drawings.
(First embodiment)
1A and 1B show a column beam connection structure according to a first embodiment, in which FIG. 1A is a side view and FIG. 1B is a cross-sectional view taken along line AA in FIG.

図１（ａ）および図１（ｂ）において、符号１は鉄骨梁を示す。この鉄骨梁１はＨ形鋼によって形成されたＨ形断面のものであり、上下一対のフランジ２，２とこれらフランジ２，２の間に当該フランジ２，２を繋げるように形成されたウエブ３とによって構成されている。   In FIG. 1 (a) and FIG.1 (b), the code | symbol 1 shows a steel beam. The steel beam 1 has an H-shaped cross section formed of H-shaped steel, and a pair of upper and lower flanges 2 and 2 and a web 3 formed so as to connect the flanges 2 and 2 between the flanges 2 and 2. And is composed of.

前記鉄骨梁１の端部は補剛部材５によって補剛されている。この補剛部材５は、縦スチフナ６と水平スチフナ７とによって構成されている。
縦スチフナ６は、鉄骨梁１の端部のウエブ３に設けられて、当該鉄骨梁１の長手方向（図１（ａ）において左右方向）と直交して配置されている。縦スチフナ５は、上下に長尺な矩形板状の鋼板で形成されており、ウエブ３の両面にそれぞれ対向して溶接されている。つまり、縦スチフナ６はウエブ３の端部に当該ウエブ３を挟んで２つ設けられている。
縦スチフナ６の上下端部は、フランジ２，２と接合されておらず、当該縦スチフナ６の上下端部とフランジ２，２との間には所定の隙間が設けられている。また、縦スチフナ６のウエブ３からの突出長さは、フランジ２のウエブ３からの突出長さより短く設定されている。
なお、縦スチフナ６の上下端部は、フランジ２，２と溶接等によって接合されていなければよく、単にフランジ２，２に当接されているだけでもよい。 The end of the steel beam 1 is stiffened by a stiffening member 5. The stiffening member 5 includes a vertical stiffener 6 and a horizontal stiffener 7.
The longitudinal stiffener 6 is provided on the web 3 at the end of the steel beam 1 and is disposed perpendicular to the longitudinal direction of the steel beam 1 (left-right direction in FIG. 1A). The vertical stiffener 5 is formed of a rectangular plate-like steel plate that is long in the vertical direction, and is welded so as to face both surfaces of the web 3. That is, two vertical stiffeners 6 are provided at the end of the web 3 with the web 3 interposed therebetween.
The upper and lower ends of the vertical stiffener 6 are not joined to the flanges 2 and 2, and a predetermined gap is provided between the upper and lower ends of the vertical stiffener 6 and the flanges 2 and 2. Further, the protruding length of the vertical stiffener 6 from the web 3 is set shorter than the protruding length of the flange 2 from the web 3.
Note that the upper and lower ends of the vertical stiffener 6 need not be joined to the flanges 2 and 2 by welding or the like, and may simply be in contact with the flanges 2 and 2.

前記水平スチフナ７は、鉄骨梁１の端部のウエブ３に設けられて、当該鉄骨梁１の長手方向と平行に配置されている。水平スチフナ７は、左右に長尺な矩形板状の鋼板で形成されており、ウエブ３の両面にそれぞれ対向して溶接されている。つまり、縦スチフナ７はウエブ３の端部に当該ウエブ３を挟んで２つ設けられている。
水平スチフナ７はウエブ３の上下方向中央部に配置されており、一方の端部（図１（ａ）において右端部）は、縦スチフナ６の上下方向中央部に当接されるか、または溶接等によって接合されている。また、水平スチフナ７のウエブ３からの突出長さは、縦スチフナ６のウエブ３からの突出長さと等しく設定されている。 The horizontal stiffener 7 is provided on the web 3 at the end of the steel beam 1 and is arranged parallel to the longitudinal direction of the steel beam 1. The horizontal stiffener 7 is formed of a rectangular plate-shaped steel plate that is long on the left and right sides, and is welded so as to face both surfaces of the web 3. That is, two vertical stiffeners 7 are provided at the end of the web 3 with the web 3 interposed therebetween.
The horizontal stiffener 7 is disposed at the center in the vertical direction of the web 3, and one end (the right end in FIG. 1A) is brought into contact with the vertical center of the vertical stiffener 6 or is welded. It is joined by etc. The protruding length of the horizontal stiffener 7 from the web 3 is set equal to the protruding length of the vertical stiffener 6 from the web 3.

前記構成の鉄骨梁１は、柱１０に接合されている。柱１０はどのような構造のものでもよいが、本実施の形態では、例えば筒状の鋼管柱１０によって構成されている。そして、鉄骨梁１の端部は柱１０の外面に直接溶接等によって接合されるか、柱１０に形成された仕口部を介して溶接やボルト接合等によって接合されている。   The steel beam 1 configured as described above is joined to the column 10. Although the pillar 10 may have any structure, in the present embodiment, for example, the pillar 10 is constituted by a tubular steel pipe pillar 10. And the end part of the steel beam 1 is joined to the outer surface of the column 10 by welding or the like directly, or is joined by welding, bolt joining or the like via a joint formed on the column 10.

前記鉄骨梁１では、補剛部材５が縦スチフナ６と水平スチフナ７とによって構成されているので、これらの併用により曲げ座屈とせん断座屈の双方に効果がある。
また、縦スチフナ６は鉄骨梁１のウエブ３に設けられて、当該鉄骨梁１の長手方向と直交しているので、水平スチフナ７に比してウエブ３のせん断座屈に効果があるとともに、当該せん断座屈を従来のコンクリートブロックによるものに比して許容する。
さらに、縦スチフナ６の上下端部と鉄骨梁１のフランジ２，２との間には、所定の隙間があるので、縦スチフナ６によってフランジの局部座屈が許容される。したがって、鉄骨梁１のフランジ２，２の局部座屈を緩やかに拘束して、変形能力を確保しつつ、過大な耐力上昇を抑制できる。 In the steel beam 1, the stiffening member 5 is constituted by the vertical stiffener 6 and the horizontal stiffener 7, and the combined use is effective for both bending buckling and shear buckling.
Further, since the longitudinal stiffener 6 is provided on the web 3 of the steel beam 1 and is orthogonal to the longitudinal direction of the steel beam 1, it has an effect on the shear buckling of the web 3 compared to the horizontal stiffener 7, The shear buckling is tolerated compared to the conventional concrete block.
Further, since there is a predetermined gap between the upper and lower ends of the vertical stiffener 6 and the flanges 2 and 2 of the steel beam 1, local buckling of the flange is allowed by the vertical stiffener 6. Therefore, the local buckling of the flanges 2 and 2 of the steel beam 1 can be gently restrained, and an excessive increase in the proof stress can be suppressed while ensuring the deformability.

このように、鉄骨梁１に地震等により荷重が作用した場合に、フランジ２，２の局部座屈を緩やかに拘束して、変形能力を確保しつつ、過大な耐力上昇を抑制できるので、鉄骨梁１の耐力が過大に上昇することがなく、その結果、鉄骨梁１と柱１０との柱梁接合部の健全性を保つことができる。   As described above, when a load is applied to the steel beam 1 due to an earthquake or the like, the local buckling of the flanges 2 and 2 can be gently restrained, and an excessive increase in the proof stress can be suppressed while securing the deformation capability. The yield strength of the beam 1 does not increase excessively, and as a result, the soundness of the beam-column joint between the steel beam 1 and the column 10 can be maintained.

図２は、鉄骨梁の第１変形例を示す側面図である。この図に示す鉄骨梁１ａが前記鉄骨梁１と異なる点は、水平スチフナ７の一方の端部と、縦スチフナ６との間に所定の隙間が設けられている点であり、他の構成は図１に示すものと等しいので、共通部分には同一符号を付してその説明を省略する。
このような構成の鉄骨梁１ａおよび柱梁接合構造では、前記鉄骨梁１および柱梁接合構造と同様の効果が得られる他、水平スチフナ７を縦スチフナ６に溶接する手間を省くことができるという利点がある。 FIG. 2 is a side view showing a first modification of the steel beam. The steel beam 1a shown in this figure is different from the steel beam 1 in that a predetermined gap is provided between one end of the horizontal stiffener 7 and the vertical stiffener 6, and the other configuration is as follows. Since it is the same as that shown in FIG. 1, common parts are denoted by the same reference numerals, and description thereof is omitted.
In the steel beam 1a and the column beam joint structure having such a configuration, the same effect as that of the steel beam 1 and the column beam joint structure can be obtained, and the labor for welding the horizontal stiffener 7 to the vertical stiffener 6 can be saved. There are advantages.

図３は、鉄骨梁の第２変形例を示す側面図である。この図に示す鉄骨梁１ｂが前記鉄骨梁１と異なる点は、ウエブ３の一方の面に縦スチフナ６が設けられ、他方の面に水平スチフナ７が設けられている点であり、他の構成は図１に示すものと等しいので、共通部分には同一符号を付してその説明を省略する。
このような構成の鉄骨梁１ｂおよび柱梁接合構造は、比較的小規模のビル等の構造物に適用するのが好ましい。
また、前記鉄骨梁１および柱梁接合構造と同様の効果が得られる他、縦スチフナ６と水平スチフナ７とが、鉄骨梁１ｂの端部においてそれぞれ１つずつであるので、その分材料費や縦スチフナ６および水平スチフナをウエブ３に溶接する手間を軽減できるという利点がある。 FIG. 3 is a side view showing a second modification of the steel beam. The steel beam 1b shown in this figure is different from the steel beam 1 in that a vertical stiffener 6 is provided on one surface of the web 3 and a horizontal stiffener 7 is provided on the other surface. Is the same as that shown in FIG. 1, and common portions are denoted by the same reference numerals and description thereof is omitted.
It is preferable to apply the steel beam 1b and the column beam joint structure having such a configuration to a structure such as a relatively small building.
In addition to the effects similar to those of the steel beam 1 and the column beam connection structure, the vertical stiffener 6 and the horizontal stiffener 7 are one each at the end of the steel beam 1b. There is an advantage that the labor of welding the vertical stiffener 6 and the horizontal stiffener to the web 3 can be reduced.

図４は、鉄骨梁の第３変形例を示す側面図である。この図に示す鉄骨梁１ｃが前記鉄骨梁１ｂと異なる点は、ウエブ３の他方の面に設けられた水平スチフナ７の長さであり、他の構成は図３に示すものと等しいので、共通部分には同一符号を付してその説明を省略する。
本例では、縦スチフナ６と反対のウエブ３の面に設けられている水平スチフナ７が側面視において、縦スチフナ６と直交している。
このような構成の鉄骨梁１ｃおよび柱梁接合構造では、前記鉄骨梁１ｂおよび柱梁接合構造と同様の効果が得られる他、図３に示すものに比して水平スチフナ７が長いので、曲げ座屈に対しての効果が大きい。 FIG. 4 is a side view showing a third modification of the steel beam. The steel beam 1c shown in this figure is different from the steel beam 1b in the length of the horizontal stiffener 7 provided on the other surface of the web 3, and the other configuration is the same as that shown in FIG. Parts are denoted by the same reference numerals, and description thereof is omitted.
In this example, the horizontal stiffener 7 provided on the surface of the web 3 opposite to the vertical stiffener 6 is orthogonal to the vertical stiffener 6 in a side view.
In the steel beam 1c and the beam-column joint structure having such a structure, the same effect as that of the steel beam 1b and the beam-column joint structure can be obtained, and the horizontal stiffener 7 is longer than that shown in FIG. Great effect on buckling.

図５は、鉄骨梁の第４変形例を示す側面図である。この図に示す鉄骨梁１ｄが前記鉄骨梁１と異なる点は、水平スチフナ７がウエブ３の両面において、それぞれ２つずつ配置されている点
であり、他の構成は図１に示すものと等しいので、共通部分には同一符号を付してその説明を省略する。
本例では、ウエブ３の両面においてそれぞれ２つの水平スチフナ７，７が上下に離間して平行に配置されている。ウエブ３の上下の長さを３等分した位置において、２つの水平スチフナ７，７が設けられている。
このような構成の鉄骨梁１ｄおよび柱梁接合構造では、前記鉄骨梁１および柱梁接合構造と同様の効果が得られる他、水平スチフナ７がウエブ３の両面においてそれぞれ２つあるので、図１に示すものに比して、曲げ座屈に対しての効果が大きい。
図６は、鉄骨梁の第５変形例を示す側面図である。この図に示す鉄骨梁１ｅが前記鉄骨梁１と異なる点は、柱１０が鉄骨梁１ｅとウエブシャープレート８と接合されている点であり、他の構成は図１に示すものと等しいので、共通部分には同一符号を付してその説明を省略する。
このような構成の鉄骨梁１ｅおよび柱梁接合構造では、前記鉄骨梁１および柱梁接合構造と同様の効果が得られる他、柱１０と鉄骨梁１ｅを強固に接合できるという利点がある。 FIG. 5 is a side view showing a fourth modification of the steel beam. The steel beam 1d shown in this figure is different from the steel beam 1 in that two horizontal stiffeners 7 are arranged on each side of the web 3, and the other configuration is the same as that shown in FIG. Therefore, common parts are denoted by the same reference numerals and description thereof is omitted.
In this example, two horizontal stiffeners 7 and 7 are arranged on both sides of the web 3 so as to be spaced apart from each other in parallel. Two horizontal stiffeners 7 are provided at positions where the upper and lower lengths of the web 3 are divided into three equal parts.
In the steel beam 1d and the beam-column joint structure having such a configuration, the same effect as that of the steel beam 1 and the beam-column joint structure can be obtained, and two horizontal stiffeners 7 are provided on both surfaces of the web 3, respectively. Compared with the above, the effect on bending buckling is greater.
FIG. 6 is a side view showing a fifth modification of the steel beam. The steel beam 1e shown in this figure is different from the steel beam 1 in that the column 10 is joined to the steel beam 1e and the web shear plate 8, and the other configuration is the same as that shown in FIG. Common portions are denoted by the same reference numerals and description thereof is omitted.
In the steel beam 1e and the column beam joint structure having such a configuration, the same effect as that of the steel beam 1 and the column beam joint structure can be obtained, and there is an advantage that the column 10 and the steel beam 1e can be firmly joined.

（第２の実施の形態）
図７は第２の実施の形態に係る柱梁接合構造を示す側面図であり、図７において符号１１は鉄骨梁を示す。
この鉄骨梁１１は、図１に示すものと同様に、Ｈ形鋼によって形成されたＨ形断面のものであり、上下一対のフランジ２，２とこれらフランジ２，２の間に当該フランジ２，２を繋げるように形成されたウエブ３とによって構成されている。 (Second Embodiment)
FIG. 7 is a side view showing a column beam connection structure according to the second embodiment. In FIG. 7, reference numeral 11 denotes a steel beam.
The steel beam 11 has an H-shaped cross section formed of H-shaped steel, similar to that shown in FIG. 1, and the flange 2 between the pair of upper and lower flanges 2, 2 and the flanges 2, 2. And the web 3 formed so as to connect the two.

前記鉄骨梁１１の端部は補剛部材１２によって補剛されている。この補剛部材１２は、
鉄骨梁１１の端部のウエブ３に設けられて、当該鉄骨梁１２の長手方向と斜めに交差する２つの斜めスチフナ１３，１３で構成されている。 The end of the steel beam 11 is stiffened by a stiffening member 12. This stiffening member 12 is
It is provided on the web 3 at the end of the steel beam 11 and is composed of two diagonal stiffeners 13 and 13 that obliquely intersect the longitudinal direction of the steel beam 12.

斜めスチフナ１３，１３は鉄骨梁１の長手方向（図７において左右方向）と斜めに交差して配置されている。
一方の斜めスチフナ１３はウエブ３の一方の面に設けられ、他方の斜めスチフナ１３はウエブ３の他方の面に設けられている。２つの斜めスチフナ１３，１３は互いに逆方向に傾斜しており、側面視において、これら斜めスチフナ１３，１３は互いの長手方向中央部において交差している。また、斜めスチフナ１３，１３は、それぞれ長尺な矩形板状の鋼板で形成されており、ウエブ３の両面に互いに対向して、かつ逆方向に傾斜させて溶接されている。 The diagonal stiffeners 13 and 13 are arranged obliquely intersecting the longitudinal direction of the steel beam 1 (left-right direction in FIG. 7).
One oblique stiffener 13 is provided on one surface of the web 3, and the other oblique stiffener 13 is provided on the other surface of the web 3. The two slant stiffeners 13 and 13 are inclined in directions opposite to each other, and when viewed from the side, the slant stiffeners 13 and 13 intersect each other at the center in the longitudinal direction. The diagonal stiffeners 13, 13 are each formed of a long rectangular plate-shaped steel plate, and are welded to both surfaces of the web 3 so as to face each other and incline in opposite directions.

斜めスチフナ１３の上下端部は、フランジ２，２と接合されておらず、当該縦スチフナ１３の上下端部とフランジ２，２との間には所定の隙間が設けられている。また、斜めスチフナ１３のウエブ３からの突出長さは、フランジ２のウエブ３からの突出長さより短く設定されている。
なお、斜めスチフナ１３の上下端部は、フランジ２，２と溶接等によって接合されていなければよく、単にフランジ２，２に当接されているだけでもよい。
前記構成の鉄骨梁１１は、図１に示す鉄骨梁１と同様にして柱１０に接合されている。 The upper and lower ends of the diagonal stiffener 13 are not joined to the flanges 2 and 2, and a predetermined gap is provided between the upper and lower ends of the vertical stiffener 13 and the flanges 2 and 2. The protruding length of the diagonal stiffener 13 from the web 3 is set to be shorter than the protruding length of the flange 2 from the web 3.
Note that the upper and lower ends of the diagonal stiffener 13 need not be joined to the flanges 2 and 2 by welding or the like, and may simply be in contact with the flanges 2 and 2.
The steel beam 11 having the above-described configuration is joined to the column 10 in the same manner as the steel beam 1 shown in FIG.

このような鉄骨梁１１では、補剛部材１２が、鉄骨梁１の端部のウエブ３に設けられて、当該鉄骨梁１の長手方向と斜めに交差する２つの斜めスチフナ１３，１３で構成されているので、通常の水平スチフナに比してせん断座屈に効果があるとともに、曲げ座屈にも効果があり、さらに当該せん断座屈を従来のコンクリートブロックによるものに比して許容する。
また。斜めスチフナ１３，１３の上下端部はそれぞれフランジ２，２と接合されていないので、斜めスチフナ１３，１３によってフランジ２，２の局部座屈が許容される。したがって、鉄骨梁１１のフランジ２，２の局部座屈を緩やかに拘束して、変形能力を確保しつつ、過大な耐力上昇を抑制できる。 In such a steel beam 11, the stiffening member 12 is provided on the web 3 at the end of the steel beam 1 and is composed of two diagonal stiffeners 13, 13 that obliquely intersect the longitudinal direction of the steel beam 1. Therefore, it has an effect on shear buckling as compared with a normal horizontal stiffener, and also has an effect on bending buckling. Further, the shear buckling is allowed as compared with a conventional concrete block.
Also. Since the upper and lower end portions of the diagonal stiffeners 13 and 13 are not joined to the flanges 2 and 2, local buckling of the flanges 2 and 2 is allowed by the diagonal stiffeners 13 and 13. Therefore, the local buckling of the flanges 2 and 2 of the steel beam 11 can be gently restrained, and an excessive increase in the proof stress can be suppressed while ensuring the deformability.

このように、鉄骨梁１１に地震等により荷重が作用した場合に、フランジ２，２の局部座屈を緩やかに拘束して、変形能力を確保しつつ、過大な耐力上昇を抑制できるので、鉄骨梁１１の耐力が過大に上昇することがなく、その結果、鉄骨梁１１と柱１０との柱梁接合部の健全性を保つことができる。   In this way, when a load is applied to the steel beam 11 due to an earthquake or the like, the local buckling of the flanges 2 and 2 can be gently restrained, and an excessive increase in the proof stress can be suppressed while securing the deformation capability. The yield strength of the beam 11 does not increase excessively, and as a result, the soundness of the beam-column joint between the steel beam 11 and the column 10 can be maintained.

次に、本発明に係る鉄骨梁と比較例として他の鉄骨梁とのそれぞれの端部に荷重をかけた試験を行ったので、その試験について説明する。
試験体は３つ用意した。
試験体Ｎｏ３が前記第１の実施の形態の鉄骨梁１と同様の形状のものである。したがって、試験体Ｎｏ３の端部は、縦スチフナと水平スチフナとからなる補剛部材によって補剛されている。
試験体Ｎｏ１は、Ｈ形断面の鉄骨梁であり、ウエブの厚さが試験体Ｎｏ３より厚く設定され、補剛部材による補剛はされていない。
試験体Ｎｏ２は、Ｈ形断面の鉄骨梁であり、補剛部材による補剛はされていないが、その他のウエブの厚さ等は試験体Ｎｏ３と等しくなっている。 Next, since the test which applied the load to each edge part of the steel beam which concerns on this invention and another steel beam as a comparative example was done, the test is demonstrated.
Three test specimens were prepared.
Specimen No3 has the same shape as steel beam 1 of the first embodiment. Therefore, the end of the test body No3 is stiffened by a stiffening member composed of a vertical stiffener and a horizontal stiffener.
Test body No1 is a steel beam having an H-shaped cross section, and the thickness of the web is set to be thicker than that of test body No3, and is not stiffened by a stiffening member.
Test body No2 is a steel beam having an H-shaped cross section and is not stiffened by a stiffening member, but the thickness of the other webs and the like are equal to those of test body No3.

試験体Ｎｏ１〜Ｎｏ３の断面の寸法は以下の通りである。
試験体Ｎｏ１の断面は、ｂ／ｔｆ（フランジ幅厚比）＝７．５、ｄ／ｔｗ（ウエブ幅厚比）＝５１となっている。ここで、ｂはフランジの幅寸法Ｂの１／２、ｔｆはフランジの厚さ、ｄはウエブの高さ寸法、ｔｗはウエブの厚さである。 The dimensions of the cross sections of the test bodies No1 to No3 are as follows.
The cross section of the test body No1 is b / tf (flange width-thickness ratio) = 7.5 and d / tw (web width-thickness ratio) = 51. Here, b is 1/2 of the width dimension B of the flange, tf is the thickness of the flange, d is the height dimension of the web, and tw is the thickness of the web.

試験体Ｎｏ２は、試験体Ｎｏ１よりウエブが薄くなっており、試験体Ｎｏ２の断面は、ｂ／ｔｆ＝７．５、ｄ／ｔｗ＝８０となっている。
試験体Ｎｏ３は、試験体Ｎｏ２とウエブの厚さが等しくなっており、試験体Ｎｏ３の断面は、ｂ／ｔｆ＝７．５、ｄ／ｔｗ＝８０となっている。 The specimen No. 2 has a thinner web than the specimen No. 1, and the specimen No. 2 has a cross section of b / tf = 7.5 and d / tw = 80.
The specimen No3 has the same web thickness as that of the specimen No2, and the cross section of the specimen No3 is b / tf = 7.5 and d / tw = 80.

なお、試験体の一覧を表１に示した。   A list of test specimens is shown in Table 1.

Figure 2014051822
Figure 2014051822

図８に示すように、各試験体Ｎｏ１〜Ｎｏ３をそれぞれ他の鉄骨梁の端部に溶接して接合し、この接合部に上方から荷重をかけた（載荷した）。荷重は、油圧ジャッキを用いて行い、油圧ジャッキのピストンロッドの先端部にロードセルを設け、このロードセルの先端部（下端部）に、試験体Ｎｏ１〜Ｎｏ３に当てて荷重をかける当接部を設けている。なお、図８においては、試験体Ｎｏ３に荷重をかけた状態を示している。
その結果を図９に示す。
図９において、▽および▼は最大耐力の９５％耐力時であり、横軸は変形量の目安となり、縦軸は耐力の目安となる。
図９に示すように、試験体Ｎｏ１は、無補剛である（補剛部材による補剛がされていない）が、ウエブの厚さが試験体Ｎｏ２、Ｎｏ３に比して厚いので、変形能力を発揮できていることが分かる。しかし、最大耐力が試験体Ｎｏ２、Ｎｏ３に比して大きく、過大な耐力上昇が確認できた。 As shown in FIG. 8, each test body No1-No3 was welded and joined to the edge part of the other steel beam, and the load was applied to this joining part from the upper part (loaded). The load is performed using a hydraulic jack, and a load cell is provided at the tip of the piston rod of the hydraulic jack, and a contact portion is provided at the tip (lower end) of the load cell to apply the load to the test bodies No1 to No3. ing. In addition, in FIG. 8, the state which applied the load to test body No3 is shown.
The result is shown in FIG.
In FIG. 9, ▼ and ▼ are at the maximum proof stress of 95% proof stress, the horizontal axis is a measure of deformation, and the vertical axis is a measure of proof strength.
As shown in FIG. 9, the test body No1 is non-stiffening (not stiffened by a stiffening member), but the thickness of the web is thicker than that of the test bodies No2 and No3. It can be seen that it can be demonstrated. However, the maximum proof stress was larger than that of specimens No. 2 and No. 3, and an excessive increase in proof stress was confirmed.

試験体Ｎｏ２は試験体Ｎｏ１よりウエブが薄いので、補剛なしでは、早期に座屈が生じて変形能力を発揮できないことが分かる。つまり、座屈後すぐに耐力が減少していき、変形能力を発揮できていない。
試験体Ｎｏ３は補剛効果により試験体Ｎｏ２よりも変形量が増えているのが分かる。つまり、座屈後すぐに耐力が減少することなく、一定の耐力で変形していくのが分かる。また、ウエブの厚い試験体Ｎｏ１と比較しても、試験体Ｎｏ３は変形量が大きく、かつ、最大耐力は低く抑えられているのが分かる。
このように試験結果から、鉄骨梁（試験体Ｎｏ３）に地震等により荷重が作用した場合に、フランジの局部座屈を緩やかに拘束して、変形能力を確保しつつ、過大な耐力上昇を抑制できることが確認できた。
（第３の実施の形態）
図１０は第３の実施の形態に係る柱梁接合構造を示すもので、（ａ）は側面図、（ｂ）は（ａ）におけるＡ−Ａ線断面図である。
図１０（ａ）および図１０（ｂ）において、符号１ｆ，１ｆは鉄骨梁を示す。この鉄骨梁１ｆ，１ｆはＨ形鋼によって形成されたＨ形断面のものであり、上下一対のフランジ２，２とこれらフランジ２，２の間に当該フランジ２，２を繋げるように形成されたウエブ３とによって構成されている。鉄骨梁１は他の鉄骨梁１とウエブシャープレート８によって接合される。ウエブシャープレート８は接合部材としての役割だけではなく補剛部材５の役割も果たす。ウエブ３には水平スチフナ７も形成されており、当該水平スチフナ７も補剛部材５としての役割を果たす。
ウエブシャープレート８は、上下に長尺な矩形板状の鋼板で形成されており、ウエブ３の両面にそれぞれ対向してボルト接合されている。つまり、ウエブシャープレート８はウエブ３の端部に当該ウエブ３を挟んで２つ設けられ鉄骨梁１ｅ，１ｅを接合している。ウエブシャープレート８の上下端部は、フランジ２，２と接触しておらず、所定の隙間が設けられている。
前記鉄骨梁１ｆでは、補剛部材５がウエブシャープレート８と水平スチフナ７とによって構成されているので、これらの併用により曲げ座屈とせん断座屈の双方に効果がある。 Since the web of test body No2 is thinner than that of test body No1, it can be seen that without stiffening, buckling occurs at an early stage and the deformation ability cannot be exhibited. That is, the yield strength decreases immediately after buckling, and the deformability cannot be demonstrated.
It can be seen that the deformation amount of the test body No3 is larger than that of the test body No2 due to the stiffening effect. That is, it can be seen that the deformation is performed with a constant strength without decreasing the strength immediately after buckling. In addition, it can be seen that the specimen No3 has a large deformation amount and the maximum proof stress is kept low compared with the specimen No1 having a thick web.
In this way, from the test results, when a load is applied to the steel beam (test body No. 3) due to an earthquake or the like, the local buckling of the flange is gently restrained, and deformation capacity is secured while suppressing an excessive increase in yield strength. I was able to confirm that it was possible.
(Third embodiment)
FIGS. 10A and 10B show a column beam connection structure according to the third embodiment. FIG. 10A is a side view, and FIG. 10B is a cross-sectional view taken along line AA in FIG.
In FIG. 10A and FIG. 10B, reference numerals 1f and 1f denote steel beams. The steel beams 1f and 1f have an H-shaped cross section formed of H-shaped steel, and are formed so as to connect the flanges 2 and 2 between the pair of upper and lower flanges 2 and 2 and the flanges 2 and 2. And the web 3. The steel beam 1 is joined to another steel beam 1 by a web shear plate 8. The web shear plate 8 serves not only as a joining member but also as a stiffening member 5. A horizontal stiffener 7 is also formed on the web 3, and the horizontal stiffener 7 also serves as the stiffening member 5.
The web shear plate 8 is formed of a rectangular plate-like steel plate that is long in the vertical direction, and is bolted to both surfaces of the web 3 so as to face each other. That is, two web shear plates 8 are provided at the end of the web 3 with the web 3 interposed therebetween, and the steel beams 1e and 1e are joined to each other. The upper and lower ends of the web shear plate 8 are not in contact with the flanges 2 and 2 and a predetermined gap is provided.
In the steel beam 1f, since the stiffening member 5 is constituted by the web shear plate 8 and the horizontal stiffener 7, the combined use is effective for both bending buckling and shear buckling.

また、ウエブシャープレート８は鉄骨梁１ｅのウエブ３に設けられて、当該鉄骨梁１ｆの長手方向と直交しているので、水平スチフナ７に比してウエブ３のせん断座屈に効果があるとともに、当該せん断座屈を従来のコンクリートブロックによるものに比して許容する。
さらに、ウエブシャープレート８の上下端部と鉄骨梁１ｆのフランジ２，２との間には、所定の隙間があるので、ウエブシャープレート８によってフランジの局部座屈が許容される。したがって、鉄骨梁１ｆのフランジ２，２の局部座屈を緩やかに拘束して、変形能力を確保しつつ、過大な耐力上昇を抑制できる。
このように、鉄骨梁１ｆに地震等により荷重が作用した場合に、フランジ２，２の局部座屈を緩やかに拘束して、変形能力を確保しつつ、過大な耐力上昇を抑制できるので、鉄骨梁１ｆの耐力が過大に上昇することがなく、その結果、鉄骨梁１と柱１０との柱梁接合部の健全性を保つことができる。
図１１は、鉄骨梁の第２変形例を示す側面図である。この図に示す鉄骨梁１ｇが前記鉄骨梁１ｆと異なる点は、水平スチフナ７がウエブ３の両面において、それぞれ２つずつ配置されている点であり、他の構成は図１０に示すものと等しいので、共通部分には同一符号を付してその説明を省略する。 Further, since the web shear plate 8 is provided on the web 3 of the steel beam 1e and is orthogonal to the longitudinal direction of the steel beam 1f, the web shear plate 8 is more effective in shear buckling of the web 3 than the horizontal stiffener 7. The shear buckling is allowed as compared with the conventional concrete block.
Furthermore, since there is a predetermined gap between the upper and lower ends of the web shear plate 8 and the flanges 2 and 2 of the steel beam 1f, the web shear plate 8 allows local buckling of the flange. Therefore, the local buckling of the flanges 2 and 2 of the steel beam 1f can be gently restrained, and an excessive increase in the proof stress can be suppressed while ensuring the deformability.
In this way, when a load is applied to the steel beam 1f due to an earthquake or the like, the local buckling of the flanges 2 and 2 can be gently restrained, and an excessive increase in the proof stress can be suppressed while securing the deformation capability. The proof stress of the beam 1 f does not increase excessively, and as a result, the soundness of the beam-column joint between the steel beam 1 and the column 10 can be maintained.
FIG. 11 is a side view showing a second modification of the steel beam. The steel beam 1g shown in this figure is different from the steel beam 1f in that two horizontal stiffeners 7 are arranged on each side of the web 3, and the other configuration is the same as that shown in FIG. Therefore, common parts are denoted by the same reference numerals and description thereof is omitted.

本例では、ウエブ３の両面においてそれぞれ２つの水平スチフナ７，７が上下に離間して平行に配置されている。ウエブ３の上下の長さを３等分した位置において、２つの水平スチフナ７，７が設けられている。
このような構成の鉄骨梁１ｇおよび柱梁接合構造では、前記鉄骨梁１ｆおよび柱梁接合構造と同様の効果が得られる他、水平スチフナ７がウエブ３の両面においてそれぞれ２つあるので、図１０に示すものに比して、曲げ座屈に対しての効果が大きい。
図１２は、鉄骨梁の第３変形例を示す側面図である。この図に示す鉄骨梁１ｈが前記鉄骨梁１ｆと異なる点は、水平スチフナ７がウエブ３の両面において、それぞれ２つずつ配置されている点、およびウエブシャープレート８により接合された一方の鉄骨梁１ｈに１つの縦スチフナ６と２つの水平スチフナ７がウエブ３の両面において、それぞれ配置されている点であり、他の構成は図１０に示すものと等しいので、共通部分には同一符号を付してその説明を省略する。
このような構成の鉄骨梁１ｈおよび柱梁接合構造では、前記鉄骨梁１および柱梁接合構造と同様の効果が得られる他、水平スチフナ７がウエブ３の両面においてそれぞれ２つあり、かつ縦スチフナ６もあるので、図１０に示すものに比して、曲げ座屈に対しての効果が大きい。 In this example, two horizontal stiffeners 7 and 7 are arranged on both sides of the web 3 so as to be spaced apart from each other in parallel. Two horizontal stiffeners 7 are provided at positions where the upper and lower lengths of the web 3 are divided into three equal parts.
In the steel beam 1g and the column beam joint structure having such a configuration, the same effect as that of the steel beam 1f and the column beam joint structure can be obtained, and two horizontal stiffeners 7 are provided on both surfaces of the web 3, respectively. Compared with the above, the effect on bending buckling is greater.
FIG. 12 is a side view showing a third modification of the steel beam. The steel beam 1h shown in this figure is different from the steel beam 1f in that two horizontal stiffeners 7 are arranged on each side of the web 3, and one steel beam joined by the web shear plate 8. One vertical stiffener 6 and two horizontal stiffeners 7 are arranged on both sides of the web 3 in 1h, and the other components are the same as those shown in FIG. Therefore, the description is omitted.
In the steel beam 1h and the beam-column joint structure having such a configuration, the same effect as that of the steel beam 1 and the beam-column joint structure can be obtained, and there are two horizontal stiffeners 7 on both sides of the web 3, and the vertical stiffeners. 6 also has a greater effect on bending buckling than that shown in FIG.

１，１ａ〜１ｈ，１１ 鉄骨梁
２ フランジ
３ ウエブ
５，１２ 補剛部材
６ 縦スチフナ
７ 水平スチフナ
８ ウエブシャープレート
１０ 柱
１３ 斜めスチフナ 1, 1a to 1h, 11 Steel beam 2 Flange 3 Web 5, 12 Stiffening member 6 Vertical stiffener 7 Horizontal stiffener 8 Web shear plate 10 Column 13 Diagonal stiffener

Claims (4)

Ｈ形断面の鉄骨梁の端部が補剛部材によって補剛された鉄骨梁であって、
前記補剛部材は、前記鉄骨梁の端部のウエブに設けられて、当該鉄骨梁の長手方向と直交する縦スチフナ、または鉄骨梁を接合するウエブシャープレートで構成され、
この縦スチフナまたはウエブシャープレートの上下端部はそれぞれ前記鉄骨梁のフランジと接合されていないことを特徴とする鉄骨梁。 A steel beam in which the end of a steel beam having an H-shaped cross section is stiffened by a stiffening member,
The stiffening member is provided on the web at the end of the steel beam, and is composed of a vertical stiffener orthogonal to the longitudinal direction of the steel beam, or a web shear plate that joins the steel beam,
A steel beam characterized in that the upper and lower ends of the vertical stiffener or web shear plate are not joined to the flange of the steel beam. 前記補剛部材は、前記縦スチフナまたはウエブシャープレートと、鉄骨梁の端部のウエブに設けられて、当該鉄骨梁の長手方向と平行な水平スチフナとを備えていることを特徴とする請求項１に記載の鉄骨梁。   The stiffening member includes the longitudinal stiffener or web shear plate, and a horizontal stiffener provided on a web at an end of the steel beam and parallel to the longitudinal direction of the steel beam. The steel beam according to 1. Ｈ形断面の鉄骨梁の端部が補剛部材によって補剛された鉄骨梁であって、
前記補剛部材は、前記鉄骨梁の端部のウエブに設けられて、当該鉄骨梁の長手方向と斜めに交差する斜めスチフナで構成され、
この斜めスチフナの上下端部はそれぞれ前記鉄骨梁のフランジと接合されていないことを特徴とする鉄骨梁。 A steel beam in which the end of a steel beam having an H-shaped cross section is stiffened by a stiffening member,
The stiffening member is provided on the web at the end of the steel beam, and is composed of an oblique stiffener that obliquely intersects the longitudinal direction of the steel beam,
A steel beam characterized in that the upper and lower ends of the diagonal stiffener are not joined to the flange of the steel beam. 請求項１〜３のいずれか一項に記載の鉄骨梁が柱に接合されていることを特徴とする柱梁接合構造。   A steel beam according to any one of claims 1 to 3, wherein the steel beam is joined to a column.
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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2017145593A (en) * 2016-02-16 2017-08-24 前田建設工業株式会社 Steel beam
JP2017166122A (en) * 2016-03-14 2017-09-21 新日鐵住金株式会社 Steel beam and column-beam joint structure
JP2017166123A (en) * 2016-03-14 2017-09-21 新日鐵住金株式会社 Steel beam and column-beam joint structure

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JPH0617507A (en) * 1992-06-30 1994-01-25 Toshiro Suzuki Reinforcing structure and metal for structure member
JP2002220873A (en) * 2001-01-26 2002-08-09 Ohbayashi Corp Beam end joint part structure of h-shape steel beam
JP2011001792A (en) * 2009-06-22 2011-01-06 Sumitomo Metal Ind Ltd Beam-column joint part structure of rigid frame skeleton and rolled h-steel

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0617507A (en) * 1992-06-30 1994-01-25 Toshiro Suzuki Reinforcing structure and metal for structure member
JP2002220873A (en) * 2001-01-26 2002-08-09 Ohbayashi Corp Beam end joint part structure of h-shape steel beam
JP2011001792A (en) * 2009-06-22 2011-01-06 Sumitomo Metal Ind Ltd Beam-column joint part structure of rigid frame skeleton and rolled h-steel

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2017145593A (en) * 2016-02-16 2017-08-24 前田建設工業株式会社 Steel beam
JP2017166122A (en) * 2016-03-14 2017-09-21 新日鐵住金株式会社 Steel beam and column-beam joint structure
JP2017166123A (en) * 2016-03-14 2017-09-21 新日鐵住金株式会社 Steel beam and column-beam joint structure

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