JP2003184176A - Structure for joining column and beam together - Google Patents
Structure for joining column and beam togetherInfo
- Publication number
- JP2003184176A JP2003184176A JP2001391061A JP2001391061A JP2003184176A JP 2003184176 A JP2003184176 A JP 2003184176A JP 2001391061 A JP2001391061 A JP 2001391061A JP 2001391061 A JP2001391061 A JP 2001391061A JP 2003184176 A JP2003184176 A JP 2003184176A
- Authority
- JP
- Japan
- Prior art keywords
- column
- flange
- split tee
- split
- beam joint
- 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
Links
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、スプリットティー
を用いた鉄骨柱と鉄骨梁との柱・梁接合構造において、
特にスプリットティーのフランジを先行して曲げ降伏さ
せることで地震時のエネルギーを吸収する柱・梁接合構
造に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a column / beam joint structure of a steel frame column and a steel beam using a split tee,
In particular, it relates to a column-beam joint structure that absorbs energy during an earthquake by bending and yielding the flange of the split tee in advance.
【０００２】[0002]
【従来の技術】鉄骨柱と鉄骨梁との柱・梁接合構造で
は、大地震等の大応力作用時において柱より先に梁を降
伏させる設計とすることが本来的な手法である。これ
は、大応力作用時に柱が損傷した場合には、建物の修復
が困難なことから全面的な建て直しをせざるを得なくな
るためである。2. Description of the Related Art In a column-beam joint structure of a steel frame column and a steel frame beam, the essential method is to design the beam to yield before the column when a large stress acts such as a large earthquake. This is because if the pillars are damaged by the action of large stress, it will be difficult to restore the building, and the building will have to be completely rebuilt.
【０００３】しかし、梁の鋼材の降伏点は下限値でしか
管理されていない場合が多く、実際には梁の耐力が大き
すぎる場合もあることから、結果的には、耐力的に余裕
のない柱の接合部位で破壊が生じることもある。例え
ば、鉄骨梁と鉄骨柱とを直接溶接することで固定した場
合には、大応力作用時に鉄骨柱と鉄骨梁との溶接部がク
リティカルな部位となって破壊が発生する。この場合に
は、鉄骨梁と鉄骨柱とが溶接されているため柱が損傷す
ることも多い。However, the yield point of the steel material of the beam is often controlled only by the lower limit value, and in reality, the yield strength of the beam may be too large. As a result, the yield strength is insufficient. Fracture may occur at the joints of columns. For example, when the steel beam and the steel column are fixed by welding directly, the welded part of the steel column and the steel beam becomes a critical portion when a large stress is applied and fracture occurs. In this case, since the steel beam and the steel column are welded, the column is often damaged.
【０００４】[0004]
【発明が解決しようとする課題】そのため従来から柱・
梁接合構造では、大地震等においても建物の修復が可能
なように、柱以外の部位を柱に先行して降伏させて地震
時のエネルギーを吸収し、柱の損傷を防止する提案がな
されている。[Problems to be Solved by the Invention]
In the beam-joint structure, a proposal has been made to prevent damage to the columns by allowing the parts other than the columns to yield prior to the columns and absorbing the energy during the earthquake so that the building can be restored even in the event of a large earthquake. There is.
【０００５】例えば、特開平１１−２２９４９３号公報
は、スプリットティーを用いた柱・梁接合構造の補強を
開示し、特開平７−１０２６３５号公報は、スプリット
ティーを用いた柱・梁接合構造の耐震性向上に関する。
しかし、上記の従来技術の場合には、スプリットティー
のフランジ曲げ耐力が設計上クリティカルになるため、
スプリットティーの厚さおよび幅が大きくなり不経済で
ある。またスプリットティーのフランジの曲がりに伴
い、ボルトが曲げ引張りを受けて、ボルトの引張り破断
が最終崩壊系になる。かかるボルトの引張り破断の場合
には、柱も引張りを受けて損傷することがある。For example, Japanese Patent Laid-Open No. 11-229493 discloses reinforcement of a column-beam joint structure using split tees, and Japanese Patent Laid-Open No. 7-102635 discloses a column-beam joint structure using split tees. Regarding earthquake resistance improvement.
However, in the case of the above-mentioned conventional technique, the flange bending strength of the split tee becomes critical in the design,
It is uneconomical because the split tee is thick and wide. Further, as the flange of the split tee is bent, the bolt is subjected to bending and tension, and the tensile fracture of the bolt becomes the final collapse system. In the case of such tensile breakage of the bolt, the pillar may also be pulled and damaged.
【０００６】また、特開２００１−３２３６９号公報で
は、スプリットティーのフランジの曲げ降伏をボルトの
引張り降伏に先行させることで、エネルギー吸収部材と
した従来技術が開示されている。しかし、この従来技術
はスプリットティーのウエブが引張を受ける場合には有
効であるが、ウェブが圧縮される場合にはエネルギー吸
収を期待できない点で改善の余地がある。Further, Japanese Patent Application Laid-Open No. 2001-32369 discloses a conventional technique in which the bending yield of the flange of the split tee precedes the tensile yield of the bolt to form an energy absorbing member. However, this conventional technique is effective when the web of the split tee is subjected to tension, but there is room for improvement in that energy absorption cannot be expected when the web is compressed.
【０００７】一方、特開平８−４１１２号公報、特開２
０００−１９２５４７号公報、特開平８−１５１６８６
号公報には、鉄骨梁の端部付近にエネルギー吸収機構を
設けた柱・梁接合構造が開示されている。しかし、Ｈ形
鋼梁の端部付近における上下両フランジの両側部に切り
欠きを形成して、Ｈ形鋼梁を積極的に降伏させてエネル
ギーを吸収する場合（特開平８−４１１２号公報）に
は、梁が破断するため大地震後の修復作業が非常に大規
模なものとなってしまう。また、特開２０００−１９２
５４７号公報、特開平８−１５１６８６号公報の場合で
は、エネルギー吸収機構は溶接により柱に固定されてい
る。したがって、大地震により再使用できなくなったエ
ネルギー吸収機構を交換することが現実には困難であ
る。On the other hand, JP-A-8-4112 and JP-A-2
000-192547, JP-A-8-151686.
The gazette discloses a column-beam joint structure in which an energy absorbing mechanism is provided near the end of a steel beam. However, when notches are formed in both sides of the upper and lower flanges in the vicinity of the end of the H-shaped steel beam, and the H-shaped steel beam is actively yielded to absorb energy (JP-A-8-4112). In this case, the beam will break, and the repair work after a large earthquake will be very large. Also, Japanese Patent Laid-Open No. 2000-192
In the case of Japanese Patent No. 547 and Japanese Patent Application Laid-Open No. 8-151686, the energy absorbing mechanism is fixed to the column by welding. Therefore, it is actually difficult to replace the energy absorption mechanism that cannot be reused due to a large earthquake.
【０００８】本発明は上記従来技術の欠点に鑑みてされ
たものであり、その目的は、スプリットティーのフラン
ジの曲げ降伏で大地震時のエネルギーを吸収する柱・梁
接合構造であって、交換が容易であり、かつウエブの引
張りの場合のみならずウエブの圧縮の場合にも効果的に
エネルギーを吸収できる柱・梁接合構造を提供すること
である。The present invention has been made in view of the above-mentioned drawbacks of the prior art, and an object thereof is a column-beam joint structure which absorbs energy at the time of a large earthquake due to bending yield of a flange of a split tee. It is an object of the present invention to provide a column-beam joint structure that is easy to perform and that can effectively absorb energy not only when the web is pulled but also when the web is compressed.
【０００９】[0009]
【課題を解決するための手段】第１の発明は、スプリッ
トティー１がフランジ１ａで鉄骨柱２にボルト接合さ
れ、スプリットティー１のウエブ１ｂに鉄骨梁３が組み
付けられてボルト接合されてなる柱・梁接合構造におい
て、スプリットティーのフランジ１ａを他の部位に先行
して曲げ降伏させることで地震のエネルギーを吸収する
柱・梁接合部構造であって、スプリットティー１の降伏
点管理値の上限値は下限値の２倍以内に設定され、かつ
スプリットティーのフランジ１ａの両端と鉄骨柱２との
ボルト接合部間には間隔保持部材（４，９）が挟入さ
れ、スプリットティーのフランジ１ａと鉄骨柱２とが間
隙を有した状態で接合されたことを特徴とする。なお、
第１の発明で用いられるスプリットティー１は、フラン
ジ１ａの断面積を部分的に減少させることが好ましい。A first invention is a column in which a split tee 1 is bolted to a steel column 2 by a flange 1a, and a steel beam 3 is assembled to a web 1b of the split tee 1 and bolted. -Beam-beam joint structure, which is a column-beam joint structure that absorbs the energy of an earthquake by bending and yielding the flange 1a of the split tee prior to other parts, and the upper limit of the yield point control value of the split tee 1. The value is set to be less than twice the lower limit value, and the space holding members (4, 9) are sandwiched between the both ends of the flange 1a of the split tee and the steel column 2 to connect the flange 1a of the split tee. And the steel frame column 2 are joined together with a gap. In addition,
The split tee 1 used in the first invention preferably partially reduces the cross-sectional area of the flange 1a.
【００１０】また第２の発明は、鉄骨柱２の上下に間隔
をおいて２つのスプリットティー（１，５）がフランジ
でボルト接合され、これらのスプリットティー（１，
５）のウェブ間に鉄骨梁が組み付けられてボルト接合さ
れてなる柱・梁接合構造において、上下いずれか一方の
柱・梁接合部は請求項１または請求項２に記載された柱
・梁接合部構造であって、他方の柱・梁接合部には、一
方の柱・梁接合部のスプリットティー１の降伏点上限値
よりも高い降伏点を有するスプリットティー５を用いた
ことを特徴とする。なお、第２の発明では、他方の柱・
梁接合部（第１の発明における柱・梁接合部の反対側の
柱・梁接合部）における梁の取付面にはコンクリートス
ラブを打設してもよい。According to a second aspect of the present invention, two split tees (1, 5) are bolted to each other with flanges above and below the steel frame column 2 with a space therebetween.
In the column-beam joint structure in which steel beams are assembled between the webs and bolt-joined in 5), one of the upper and lower column-beam joints is the column-beam joint described in claim 1 or 2. A split tee 5 having a yield point higher than the upper limit of the yield point of the split tee 1 of one of the column / beam joints is used for the other column / beam joint. . In the second invention, the other pillar /
A concrete slab may be placed on the mounting surface of the beam at the beam joint (column / beam joint opposite to the column / beam joint in the first invention).
【００１１】[0011]
【発明の実施の形態】以下、本発明の実施形態を図面を
参照しつつ説明する。図１（ａ）に示す実施形態は、角
形鋼管柱２ａと鉄骨梁（Ｈ形鋼梁）３との柱・梁接合構
造である。Ｈ形鋼梁３端部には、Ｈ形鋼梁３の上下にそ
れぞれスプリットティー１，５が配置され、スプリット
ティーのウェブ１ｂ，５ｂとＨ形鋼梁３とがボルト接合
される。そして、上下の各スプリットティー１，５はフ
ランジ１ａ，５ａの上下２ヵ所で角形鋼管柱２ａにボル
ト接合されて、角形鋼管柱２ａとＨ形鋼梁３とが連結さ
れている。BEST MODE FOR CARRYING OUT THE INVENTION Embodiments of the present invention will be described below with reference to the drawings. The embodiment shown in FIG. 1 (a) is a column-beam joint structure of a square steel pipe column 2 a and a steel frame beam (H-shaped steel beam) 3. At the end of the H-shaped steel beam 3, split tees 1 and 5 are arranged above and below the H-shaped steel beam 3, respectively, and the webs 1b and 5b of the split tee and the H-shaped steel beam 3 are bolted to each other. The upper and lower split tees 1 and 5 are bolted to the rectangular steel tube column 2a at two positions above and below the flanges 1a and 5a, and the rectangular steel tube column 2a and the H-shaped steel beam 3 are connected.
【００１２】ここで、Ｈ形鋼梁３の下側の柱・梁接合部
（一方の柱・梁接合部）において、スプリットティー１
のフランジ１ａの両端と鉄骨柱２とのボルト接合部間に
は、座板４（間隔保持部材）が挟入されている。そし
て、フランジ１ａのボルト接合部の外側には押さえ板８
が配置され、押さえ板８の外側からボルトが螺合されて
いる。Here, at the lower pillar-beam joint (one pillar-beam joint) of the H-shaped steel beam 3, the split tee 1 is formed.
A seat plate 4 (spacing member) is inserted between both ends of the flange 1a and the bolted joint between the steel column 2. Then, the pressing plate 8 is provided outside the bolt joint portion of the flange 1a.
Are arranged, and bolts are screwed from the outside of the pressing plate 8.
【００１３】すなわち、図１（ｂ）に示すように、下側
の柱・梁接合部では、スプリットティーのフランジ１ａ
の両端には座板４が狭入され、フランジ１ａの中央部で
はフランジ１ａと鉄骨柱２とが間隙を有するように構成
されている。したがって、スプリットティーのウエブの
圧縮方向に過大な応力が作用する場合でも、スプリット
ティーのフランジ１ａと鉄骨柱２とが間隙を有するた
め、スプリットティー１によるエネルギー吸収が可能で
あり、柱が損傷することがないようになっている。な
お、図１（ｂ）において、フランジ１ａが引張側または
圧縮側に塑性化した状態を２点鎖線で示す。That is, as shown in FIG. 1B, the split tee flange 1a is provided at the lower pillar-beam joint.
Seat plates 4 are inserted into both ends of the flange 1a, and the flange 1a and the steel frame post 2 are configured to have a gap at the center of the flange 1a. Therefore, even when an excessive stress acts in the compression direction of the web of the split tee, since the flange 1a of the split tee and the steel column 2 have a gap, energy can be absorbed by the split tee 1 and the column is damaged. There is no such thing. In addition, in FIG. 1B, a state in which the flange 1a is plasticized on the tension side or the compression side is indicated by a two-dot chain line.
【００１４】さらに、下側の柱・梁接合部（一方の柱・
梁接合部）のスプリットティー１は、降伏点管理値の上
限値が下限値の２倍以内、好ましくは１．３倍以内に設
定されている。本発明では、下側の柱・梁接合部のスプ
リットティー１のフランジ１ａが、鉄骨柱と締結するボ
ルト６やＨ形鋼梁３などよりも先行して曲げ降伏するの
で、フランジ１ａの塑性化で地震時のエネルギーを吸収
でき、かつ梁端回転角を定量化することができるように
なっている。これにより地震・風などに対する応答低減
効果を高めることができ、またボルトの引張破壊などの
望ましくない部位での崩壊を防止することが可能にな
る。Further, the lower pillar-beam joint (one pillar
The upper limit of the yield point control value of the split tee 1 of the beam joint) is set to be within twice the lower limit, preferably within 1.3 times. In the present invention, since the flange 1a of the split tee 1 at the lower column-beam joint bends and yields before the bolt 6 or the H-shaped steel beam 3 that is fastened to the steel frame column, the flange 1a is plasticized. It is possible to absorb the energy at the time of earthquake and to quantify the beam end rotation angle. As a result, the effect of reducing the response to earthquakes and winds can be enhanced, and it becomes possible to prevent the collapse of bolts at undesired sites such as tensile failure.
【００１５】また、下側の柱・梁接合部におけるスプリ
ットティー１は、フランジの断面積を部分的に減少させ
て、より確実に、鉄骨柱と締結するボルト６やＨ形鋼梁
３などに先行してフランジ１ａが曲げ降伏するようにす
ることが好ましい。具体的には、（Ａ）フランジの一部
を減厚して薄肉化した場合［図２参照］、（Ｂ）フラン
ジの両側に切り欠きを形成した場合［図３参照］、
（Ｃ）フランジに開孔した場合［図４参照］、などが例
として挙げられる。なお、図示された薄肉部１ｃ、切り
欠き部１ｄ、開孔１ｅの形態は適宜変更可能である。Further, the split tee 1 at the lower column-beam joint portion partially reduces the cross-sectional area of the flange to more reliably form the bolt 6 and the H-shaped steel beam 3 that are fastened to the steel frame column. It is preferable that the flange 1a precedes bending yield. Specifically, (A) when a part of the flange is thinned to reduce the thickness [see FIG. 2], (B) when notches are formed on both sides of the flange [see FIG. 3],
(C) A case where a hole is formed in the flange [see FIG. 4] and the like are given as examples. The forms of the thin portion 1c, the cutout portion 1d, and the opening 1e shown in the drawing can be appropriately changed.
【００１６】これに対して、Ｈ形鋼梁３の上側の柱・梁
接合部（他方の柱・梁接合部）では、スプリットティー
５のフランジ５ａとＨ形鋼梁３とが直接ボルト接合され
ている。この上側の柱・梁接合部のスプリットティー５
は、下側の柱・梁接合部のスプリットティー１の降伏点
上限値よりも高い降伏点を有している。On the other hand, at the upper column-beam joint (the other column-beam joint) of the H-shaped steel beam 3, the flange 5a of the split tee 5 and the H-shaped steel beam 3 are directly bolted. ing. Split tee 5 at this upper pillar-beam joint
Has a yield point higher than the yield point upper limit of the split tee 1 of the lower column-beam joint.
【００１７】つまり本発明では、上側の高い降伏点を有
するスプリットティー５より先行して下側の降伏点管理
されたスプリットティー１が確実に曲げ降伏する。した
がって、地震時のエネルギーによる損傷は、下側の柱・
梁接合部のスプリットティー１にまず集中する。そし
て、地震後に下側の柱・梁接合部のスプリットティー１
が使用不能となった場合でも、スプリットティー１の取
り替えによって建物として耐震性能を回復できるように
なっている。なお、スプリットティー１の取り合いがボ
ルト接合のため、取り替え作業も非常に容易である。That is, according to the present invention, the split tee 1 having a higher yield point on the upper side precedes the split tee 1 on which the lower yield point is controlled and the split tee 1 reliably bends. Therefore, the damage caused by the energy during the earthquake is
First concentrate on the split tee 1 at the beam joint. And after the earthquake, split tee 1 at the lower column-beam joint
Even if it becomes unusable, the seismic performance of the building can be restored by replacing the split tee 1. Since the split tees 1 are bolted together, the replacement work is very easy.
【００１８】なお、Ｈ形鋼梁３の上側（他方の柱・梁接
合部における梁の取付面）にはコンクリートスラブを打
設してもよい［図示を省略する］。この場合にも、取り
替えの対象となるスプリットティー１は、コンクリート
スラブの打設されていない下側にあるため、スプリット
ティー１の取り替え作業が妨げられることはない。A concrete slab may be placed on the upper side of the H-shaped steel beam 3 (the mounting surface of the beam at the other column-beam joint) [not shown]. Also in this case, since the split tee 1 to be replaced is on the lower side of the concrete slab where it is not placed, the replacement work of the split tee 1 is not hindered.
【００１９】図５および図６は、直交する２つの面が同
じ大きさで、かつ各面にボルト穴がそれぞれ開孔された
Ｌ字状間隔保持部材９を用いた例を示したものである。
図５の場合は、角形鋼管柱２ａの４つの各垂直面に同じ
高さでスプリットティー１を複数（図中では４個）取付
けるものである。この例では、角形鋼管柱２ａの各４隅
に上下に間隔をおいて、それぞれ上記のＬ字状間隔保持
部材９を取付けて、Ｌ字状間隔保持部材９の上からスプ
リットティー１をボルト接合する。FIGS. 5 and 6 show an example in which two orthogonal planes have the same size and L-shaped spacing members 9 each having a bolt hole formed on each plane are used. .
In the case of FIG. 5, a plurality of split tees 1 (four in the drawing) are attached at the same height on each of the four vertical surfaces of the rectangular steel pipe column 2a. In this example, the L-shaped space holding members 9 are attached to the four corners of the rectangular steel pipe column 2a at upper and lower intervals, and the split tee 1 is bolted from above the L-shaped space holding member 9. To do.
【００２０】また、図６の場合は、Ｈ形鋼柱２ｂのフラ
ンジ間にスプリットティー１を取付けるものである。こ
の例では、まず、内向きに対向した１対のＬ字状金具１
０を、Ｈ形鋼柱２ｂのフランジの内側に上下に間隔をお
いて２組接合する。そして、１対のＬ字状間隔保持部材
９を、Ｈ形鋼柱２ｂのフランジの外側から上記のＬ字状
金具１０に重ね合わせるようにして２組配置して、Ｌ字
状間隔保持部材９の上からスプリットティー１をボルト
接合する。Further, in the case of FIG. 6, the split tee 1 is attached between the flanges of the H-shaped steel column 2b. In this example, first, a pair of inwardly facing L-shaped metal fittings 1
Two sets of 0 are joined to the inside of the flange of the H-shaped steel column 2b at upper and lower intervals. Then, a pair of L-shaped spacing members 9 are arranged so as to overlap the above-mentioned L-shaped metal fitting 10 from the outside of the flange of the H-shaped steel column 2b, and the L-shaped spacing members 9 are arranged. Bolt the split tee 1 from above.
【００２１】[0021]
【発明の効果】本発明の柱・梁接合構造は、地震時など
で梁の圧縮・引張方向に過大な応力が作用する際に、一
方の柱・梁接合部のスプリットティーのフランジが鉄骨
柱との連結ボルトやＨ形鋼梁よりも先行して曲げ降伏す
る。したがって、フランジの塑性化により地震時のエネ
ルギーが吸収され、これにより地震・風などに対する応
答低減効果を高めることができる。The column-beam joint structure of the present invention has a structure in which the flange of the split tee of one of the column-beam joints is a steel frame column when an excessive stress acts in the direction of compression / tensile of the beam due to an earthquake or the like. Bending yields prior to connecting bolts and H-shaped steel beams. Therefore, the plasticity of the flange absorbs the energy at the time of the earthquake, which can enhance the effect of reducing the response to the earthquake and the wind.
【００２２】また、本発明の柱・梁接合構造は、一方の
柱・梁接合部のスプリットティーのフランジが先行して
曲げ降伏するため、梁端回転角を定量化することがで
き、大地震などによる破壊後のスプリットティーの取り
替えを容易に行うことができる。これにより、ボルトの
引張破壊などの望ましくない部位での崩壊を防止するこ
とができる。Further, in the column-beam joint structure of the present invention, the flange of the split tee of one column-beam joint precedes bending yielding, so the beam end rotation angle can be quantified, and a large earthquake can occur. It is possible to easily replace the split tee after it has been destroyed. This can prevent the bolt from collapsing at an undesired site such as tensile failure.
【００２３】また、特にスプリットティーのウエブの圧
縮方向に過大な応力が作用する場合でも、本発明の柱・
梁接合構造は、スプリットティーのフランジと鉄骨柱と
が間隙を有するため、スプリットティーによるエネルギ
ー吸収が可能であり、柱が損傷することはない。In addition, even when excessive stress acts in the compression direction of the web of the split tee, the pillar of the present invention
In the beam joint structure, since the flange of the split tee and the steel frame column have a gap, energy can be absorbed by the split tee and the column is not damaged.
【００２４】本発明の柱・梁接合構造は、地震後に下側
の柱・梁接合部のスプリットティーが使用不能となった
場合でも、スプリットティーの取り替えによって建物と
して耐震性能を回復できる。しかも、スプリットティー
の取り合いはボルト接合のため、取り替え作業も非常に
容易である。The pillar-beam joint structure of the present invention can restore the seismic performance of the building by replacing the split tee even if the lower split-tee joint of the pillar-beam joint becomes unusable after the earthquake. Moreover, since the split tees are bolted together, replacement work is very easy.
【００２５】本発明の柱・梁接合構造は、柱とスプリッ
トティーの接合部位およびスプリットティーのエネルギ
ー吸収機構に溶接を用いないことにより、大地震時にお
ける脆性破壊を回避することができ、耐震性能の高い建
物を構築することができる。The column-beam joint structure of the present invention can avoid brittle fracture at the time of a large earthquake by not using welding for the joint portion between the column and the split tee and the energy absorption mechanism of the split tee, and the seismic performance is improved. You can build a tall building.
【図１】（ａ）は本実施形態の柱・梁接合構造を示した
側面図であり、（ｂ）は（ａ）における下側の柱・梁接
合部（一方の柱・梁接合部）を示した斜視図である。FIG. 1A is a side view showing a pillar-beam joint structure of the present embodiment, and FIG. 1B is a lower pillar-beam joint portion (one pillar-beam joint portion) in FIG. It is the perspective view which showed.
【図２】（ａ）はフランジの一部を減厚して薄肉化した
スプリットティーを示した斜視図であり、（ｂ）は
（ａ）の側面図である。FIG. 2A is a perspective view showing a split tee in which a part of a flange is reduced in thickness to be thin, and FIG. 2B is a side view of FIG.
【図３】（ａ）はフランジの両側に切り欠きを形成した
スプリットティーを示した斜視図であり、（ｂ）は
（ａ）の正面図である。3A is a perspective view showing a split tee in which notches are formed on both sides of a flange, and FIG. 3B is a front view of FIG. 3A.
【図４】（ａ）はフランジに開孔したスプリットティー
を示した斜視図であり、（ｂ）は（ａ）の正面図であ
る。また（ｃ）は（ｂ）のＡ−Ａ断面図である。FIG. 4A is a perspective view showing a split tee having an opening in a flange, and FIG. 4B is a front view of FIG. Moreover, (c) is an AA sectional view of (b).
【図５】本発明の柱・梁接合部において、スプリットテ
ィーを角形鋼管柱へ取付ける場合の取付例を示した図で
ある。FIG. 5 is a view showing an example of attachment of a split tee to a prismatic steel pipe column in the column-beam joint portion of the present invention.
【図６】本発明の柱・梁接合部において、スプリットテ
ィーをＨ形鋼柱のフランジ間に取付ける場合の取付例を
示した図である。FIG. 6 is a view showing a mounting example in which a split tee is mounted between the flanges of an H-shaped steel column in the column-beam joint portion of the present invention.
１ スプリットティー １ａ フランジ １ｂ ウエブ １ｃ 薄肉部 １ｄ 切り欠き １ｅ 開孔 ２ 鉄骨柱 ２ａ 角形鋼管柱 ２ｂ Ｈ形鋼柱 ３ Ｈ形鋼梁（鉄骨梁） ４ 座板（間隔保持部材） ５ スプリットティー ５ａ フランジ ５ｂ ウエブ ６ ボルト ７ ナット ８ 押さえ板 ９ Ｌ字状間隔保持部材 １０ Ｌ字状金具 1 split tea 1a flange 1b web 1c Thin part 1d cutout 1e Open hole 2 steel columns 2a Square steel tube column 2b H-shaped steel column 3 H-shaped steel beam (steel beam) 4 Seat plate (spacing member) 5 split tea 5a flange 5b web 6 bolts 7 nuts 8 holding plate 9 L-shaped spacing member 10 L-shaped metal fittings
───────────────────────────────────────────────────── フロントページの続き (72)発明者 前田 泰史 東京都千代田区大手町２−６−３ 新日本 製鐵株式会社内 (72)発明者 鈴木 一弁 東京都千代田区大手町２−６−３ 新日本 製鐵株式会社内 (72)発明者 和田 章 神奈川県横浜市港北区太尾町946−１−521 (72)発明者 山田 哲 東京都小金井市本町１−７−16−203 Ｆターム(参考） 2E125 AA03 AA13 AB01 AB16 AC15 AC16 AG03 AG04 AG12 BB09 BB12 BB22 BB37 BC06 BD01 BE02 BE05 BE08 BF06 CA05 CA14 EA25 EA33 ─────────────────────────────────────────────────── ─── Continued front page (72) Inventor Yasushi Maeda 2-6-3 Otemachi, Chiyoda-ku, Tokyo New Japan Steelmaking Co., Ltd. (72) Inventor Ichiben Suzuki 2-6-3 Otemachi, Chiyoda-ku, Tokyo New Japan Steelmaking Co., Ltd. (72) Inventor Akira Wada 94-1-521 Taio-cho, Kohoku-ku, Yokohama-shi, Kanagawa Prefecture (72) Inventor Satoshi Yamada 1-7-16-203 Honmachi, Koganei-shi, Tokyo F-term (reference) 2E125 AA03 AA13 AB01 AB16 AC15 AC16 AG03 AG04 AG12 BB09 BB12 BB22 BB37 BC06 BD01 BE02 BE05 BE08 BF06 CA05 CA14 EA25 EA33
Claims (4)
ボルト接合され、前記スプリットティーのウエブに鉄骨
梁が組み付けられてボルト接合されてなる柱・梁接合構
造において、前記スプリットティーのフランジを曲げ降
伏させることで地震のエネルギーを吸収する柱・梁接合
部構造であって、前記スプリットティーの降伏点管理値
の上限値は下限値の２倍以内に設定され、かつ前記スプ
リットティーのフランジ両端と鉄骨柱とのボルト接合部
間には間隔保持部材が挟入され、前記スプリットティー
のフランジと鉄骨柱とが間隙を有した状態で接合された
ことを特徴とする柱・梁接合構造。1. In a column-beam joint structure in which a split tee is bolted to a steel column with a flange, and a steel beam is assembled to the web of the split tee and bolted together, the flange of the split tee is bent and yielded. The structure is a column-beam joint structure that absorbs the energy of an earthquake, and the upper limit value of the yield point control value of the split tee is set within twice the lower limit value, and both ends of the flange of the split tee and the steel column A space-holding member is sandwiched between the bolt connection portions of and, and the flange of the split tee and the steel frame column are connected to each other with a gap therebetween.
スプリットティーを用いたことを特徴とする請求項１に
記載の柱・梁接合構造。2. The column-beam joint structure according to claim 1, wherein a split tee in which the sectional area of the flange is partially reduced is used.
リットティーがフランジでボルト接合され、これらのス
プリットティーのウェブ間に鉄骨梁が組み付けられてボ
ルト接合されてなる柱・梁接合構造において、上下いず
れか一方の柱・梁接合部は請求項１または請求項２に記
載された柱・梁接合部構造であって、他方の柱・梁接合
部には、一方の柱・梁接合部のスプリットティーの降伏
点上限値よりも高い降伏点を有するスプリットティーを
用いたことを特徴とする柱・梁接合構造。3. A column-beam joint structure in which two split tees are bolted to each other by flanges at intervals above and below a steel column, and a steel beam is assembled between the webs of these split tees and bolted together. One of the upper and lower pillar / beam joints has the pillar / beam joint structure according to claim 1 or 2, and the other pillar / beam joint has one pillar / beam joint. Column-beam joint structure characterized by using a split tee having a yield point higher than the upper limit of the yield point of the split tees of.
にコンクリートスラブを打設したことを特徴とする請求
項３に記載の柱・梁接合構造。4. The column-beam joint structure according to claim 3, wherein a concrete slab is cast on the mounting surface of the beam at the other column-beam joint.
Priority Applications (5)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001391061A JP3742590B2 (en) | 2001-12-25 | 2001-12-25 | Column / beam joint structure |
| TW091112098A TW539794B (en) | 2001-06-06 | 2002-06-05 | Column-and-beam join structure |
| US10/163,475 US6739099B2 (en) | 2001-06-06 | 2002-06-05 | Column-and-beam join structure |
| US10/823,229 US20040187430A1 (en) | 2001-06-06 | 2004-04-12 | Column-and-beam join structure |
| US10/841,182 US7497054B2 (en) | 2001-06-06 | 2004-05-06 | Column-and-beam join structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001391061A JP3742590B2 (en) | 2001-12-25 | 2001-12-25 | Column / beam joint structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2003184176A true JP2003184176A (en) | 2003-07-03 |
| JP3742590B2 JP3742590B2 (en) | 2006-02-08 |
Family
ID=27598764
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2001391061A Expired - Fee Related JP3742590B2 (en) | 2001-06-06 | 2001-12-25 | Column / beam joint structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3742590B2 (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103711227A (en) * | 2014-01-14 | 2014-04-09 | 南京林业大学 | Damping node of metal bending bamboo or wood frame structure |
| CN103806541A (en) * | 2014-02-11 | 2014-05-21 | 同济大学 | Cast steel modularized connecting piece for connection of steel structure beam and column and connecting node |
| US20140311059A1 (en) * | 2004-05-18 | 2014-10-23 | Simpson Strong-Tie Company, Inc. | Moment frame links wall |
| JP2018003424A (en) * | 2016-07-01 | 2018-01-11 | センクシア株式会社 | Joining structure and joining method of column and beam |
| CN116005806A (en) * | 2023-03-28 | 2023-04-25 | 河南大方重型装备有限公司 | Device for quick connection of steel structural members |
-
2001
- 2001-12-25 JP JP2001391061A patent/JP3742590B2/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20140311059A1 (en) * | 2004-05-18 | 2014-10-23 | Simpson Strong-Tie Company, Inc. | Moment frame links wall |
| US11346102B2 (en) | 2004-05-18 | 2022-05-31 | Simpson Strong-Tie Company Inc. | Moment frame links wall |
| CN103711227A (en) * | 2014-01-14 | 2014-04-09 | 南京林业大学 | Damping node of metal bending bamboo or wood frame structure |
| CN103711227B (en) * | 2014-01-14 | 2015-12-30 | 南京林业大学 | Metal flexing type bamboo (wood) Damping for Frame Structure node |
| CN103806541A (en) * | 2014-02-11 | 2014-05-21 | 同济大学 | Cast steel modularized connecting piece for connection of steel structure beam and column and connecting node |
| CN103806541B (en) * | 2014-02-11 | 2016-08-17 | 同济大学 | The cast steel modular connecting elements connected for beam column of steel structure and connection node |
| JP2018003424A (en) * | 2016-07-01 | 2018-01-11 | センクシア株式会社 | Joining structure and joining method of column and beam |
| CN116005806A (en) * | 2023-03-28 | 2023-04-25 | 河南大方重型装备有限公司 | Device for quick connection of steel structural members |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3742590B2 (en) | 2006-02-08 |
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