JP2002201711A - Beam-column connection structure of steel-pipe column - Google Patents
Beam-column connection structure of steel-pipe columnInfo
- Publication number
- JP2002201711A JP2002201711A JP2000401821A JP2000401821A JP2002201711A JP 2002201711 A JP2002201711 A JP 2002201711A JP 2000401821 A JP2000401821 A JP 2000401821A JP 2000401821 A JP2000401821 A JP 2000401821A JP 2002201711 A JP2002201711 A JP 2002201711A
- Authority
- JP
- Japan
- Prior art keywords
- steel pipe
- column
- pipe column
- shaped
- section
- 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
Landscapes
- Joining Of Building Structures In Genera (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、鋼管柱の柱梁接合
構造に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a beam-to-column connection structure for steel pipe columns.
【０００２】[0002]
【従来の技術】鋼管柱の断面形状には、円形断面のもの
と角形断面のものとがある。このうち角形断面の鋼管柱
においては、ロール成形またはプレス成形した角形鋼管
を一旦切断して通しダイアフラムを溶接して、柱梁仕口
部を形成するのが一般的である。また、コンクリート充
填管構造（ＣＦＴ構造）の場合には、通しダイアフラム
に貫通孔を設け、柱継手部からのコンクリート落とし込
みや、トレミー管を使ったコンクリート打ち上げ等によ
って鋼管内にコンクリートを充填している。2. Description of the Related Art There are two types of cross-sectional shapes of steel pipe columns: a circular cross-section and a square cross-section. Of these, in the case of a steel pipe column having a rectangular cross section, it is common to form a column-beam joint by cutting a roll-formed or press-formed rectangular steel pipe once and welding the diaphragm. In the case of a concrete-filled pipe structure (CFT structure), a through-hole is provided in the through-diaphragm, and concrete is filled in the steel pipe by dropping concrete from a column joint or launching concrete using a tremy tube. .
【０００３】しかし、柱梁接合部が通しダイアフラム構
造の場合には、ダイアフラムで囲まれた柱梁仕口部（い
わゆるサイコロ部）へのコンクリート充填性が悪くなる
ことや、ダイアフラム近傍でのコンクリートのブリージ
ングによって、鋼管内部、特に柱梁接合部付近に空隙部
ができるという問題点があった。そして、これらの問題
点を解決するために、 （１）通しダイアフラム構造の鋼管柱に高流動コンクリ
ートを用いて、コンクリート充填性能を向上させる。 （２）外ダイアフラム構造とする などの方法が取られてきたが、いずれも次に述べるよう
な課題を有していた。[0003] However, when the beam-column joint has a through-diaphragm structure, the concrete-filling property of the beam-beam connection (so-called dice) surrounded by the diaphragm becomes poor, and the concrete in the vicinity of the diaphragm becomes hard. Due to the breathing, there is a problem that a void is formed inside the steel pipe, particularly near the beam-column joint. In order to solve these problems, (1) the concrete filling performance is improved by using high-fluidity concrete for steel pipe columns having a through-diaphragm structure. (2) An outer diaphragm structure has been adopted, but all have the following problems.
【０００４】（１）に関して 高流動コンクリートが高価であるため、コスト増とな
る。また、コンクリートのブリージング現象は、コンク
リートが水との反応を必要とする材料である限り少なか
らず起こり、完全には防止できないこと、などがある。
さらに、特開平１１−２６９９９０号公報に示されたよ
うに展開阻止筒などのコンクリート充填用部材を鋼管内
部の通しダイアフラム貫通孔付近に取り付けるという方
法もあるが、この取付には繊細な作業を必要とし、効率
が悪い。また、この方式によったとしても、ブリージン
グの問題を完全には解決することはできない。Regarding (1) Since high fluidity concrete is expensive, the cost increases. In addition, the breathing phenomenon of concrete occurs to a considerable extent as long as concrete is a material that requires a reaction with water, and it cannot be completely prevented.
Furthermore, as shown in Japanese Patent Application Laid-Open No. 11-269990, there is a method of mounting a concrete filling member such as a deployment prevention cylinder near a through-diaphragm through-hole inside a steel pipe, but this mounting requires delicate work. And inefficient. Further, even with this method, the problem of breathing cannot be completely solved.
【０００５】（２）に関して 外ダイアフラム構造を採用したものとしては特開平１１
−２６９９８５号公報、特開平１１−２６９９８６号公
報などに見られるスプリットＴ構造がある。しかし、こ
のスプリットＴ構造は以下に示す種々の問題点を有して
いる。高力ボルト接合であるため、柱との溶接が不要と
なるが、梁ウェブに相当する部分を持たないスプリット
Ｔ断面のみで梁からのモーメント・せん断力を負担しな
ければならないため、ウェブを持つ通常のブラケット接
合に対して剛性が小さい。また、柱部分にボルト孔を必
要とするため、鋼管柱面のボルト孔断面欠損が大きくな
る。さらに、閉断面に対する締め付けを行うブラインド
ボルトを必要とするが、そのコストは通常高力ボルトに
対して高くなる。また、ブラインドボルトは低強度の扱
いを受けるため、通常高力ボルトに比較してより多くの
本数を必要とし、全体としてみればかなりのコスト増と
なる。Regarding (2), Japanese Patent Application Laid-Open No.
There is a split T structure found in Japanese Patent Application Laid-Open Nos. 226985 and 11-269986. However, this split T structure has various problems described below. High-strength bolted joints eliminate the need for welding to columns, but have to bear the moment / shear force from the beam only in the split T section that does not have a portion equivalent to the beam web. Low rigidity compared to normal bracket joining. In addition, since a bolt hole is required in the pillar portion, the loss of the bolt hole cross section on the steel pipe pillar surface increases. In addition, blind bolts are required to tighten against closed cross sections, the cost of which is usually higher for high strength bolts. In addition, since the blind bolt is treated with low strength, it usually requires a larger number of bolts than a high-strength bolt, and the cost as a whole is considerably increased.
【０００６】以上述べた従来構造の種々の問題点を解決
するものとして、本願の発明者は本願の先願にかかる特
開平１０−２２７０６３号に示される角形鋼管柱とＨ形
断面梁の接合構造を発明した。同公報に開示した角形鋼
管柱とＨ形断面梁の接合構造は、図５に示すように、角
形鋼管柱２１の側面に、該角形鋼管柱２１の幅方向に所
定長さ延出する添え板（サイドプレート）２３を溶接接
合し、該添え板２３の延出部とＨ形断面梁２５のフラン
ジ部２７をアングル材２９と溝形断面材３１を介してボ
ルト３３，３５で接合してなるものである。これによれ
ば、上述した通しダイアフラム構造の鋼管柱に高流動コ
ンクリートを充填する方法（１）、外ダイアフラム構造
（２）の有する種々の問題点を解決できる優れた構造と
なる。In order to solve the various problems of the conventional structure described above, the inventor of the present application has disclosed a joint structure of a square steel tube column and an H-shaped beam as disclosed in Japanese Patent Application Laid-Open No. Hei 10-227063. Was invented. As shown in FIG. 5, a joint structure of a rectangular steel pipe column and an H-shaped beam disclosed in the above publication has a side plate extending on a side surface of the rectangular steel pipe column 21 for a predetermined length in the width direction of the rectangular steel pipe column 21. (Side plate) 23 is welded, and the extended portion of the attachment plate 23 and the flange portion 27 of the H-shaped beam 25 are joined by bolts 33 and 35 via an angle member 29 and a channel-shaped member 31. Things. According to this, it is an excellent structure that can solve various problems of the method (1) for filling the steel pipe column having the through-diaphragm structure with the high-fluidity concrete and the outer diaphragm structure (2).
【０００７】[0007]
【発明が解決しようとする課題】このように、図６に示
した構造は優れたものであるが、添え板２３と梁２５の
フランジ部２７をつなぐ部材として、２個のアングル材
２９及び１個の溝形断面材３１という複数部材を用いて
いるため、ボルト引張線の偏心の影響が大きくなるとい
う課題を残していた。Although the structure shown in FIG. 6 is excellent, the two angle members 29 and 1 are used as members for connecting the attachment plate 23 and the flange portion 27 of the beam 25. Since a plurality of channel-shaped cross-section members 31 are used, there remains a problem that the influence of the eccentricity of the bolt tension wire is increased.
【０００８】この点を平面模式図である図６及び図５の
矢視Ａ−Ａ断面図である図７に基づいて説明する。ボル
ト３３とボルト３５の水平方向の偏心距離をｅ１、アン
グル材２９がボルト３３，３５から受ける力をＰとする
と、各アングル材２９にはそれぞれＭ１，Ｍ２＝Ｐ・ｅ
１のモーメントＭ１，Ｍ２が作用する。したがって、各
アングル材２９はこのモーメントＭ１，Ｍ２を考慮して
板厚を厚くする等の強度を強くする必要がある。また、
ボルト３３，３５に発生する応力がボルトのせん断耐力
を越えるとアングル材２９に回転が生じてしまうことに
なるので、ボルト３３，３５についてもモーメントＭ
１，Ｍ２に耐えうるものにする必要がある。This point will be described with reference to FIG. 6 which is a schematic plan view and FIG. 7 which is a sectional view taken along the line AA in FIG. Assuming that the horizontal eccentric distance between the bolt 33 and the bolt 35 is e1, and the force that the angle member 29 receives from the bolts 33 and 35 is P, each angle member 29 has M1, M2 = P · e.
1 moments M1 and M2 act. Accordingly, it is necessary to increase the strength of each angle member 29, for example, by increasing the plate thickness in consideration of the moments M1 and M2. Also,
If the stress generated in the bolts 33, 35 exceeds the shearing strength of the bolts, the rotation of the angle member 29 will occur.
1, M2.
【０００９】また、鉛直方向についても、図７に示すよ
うに、ボルト３５の鉛直方向の偏心距離をｅ２、溝形鋼
３１及びアングル材２９がボルト３５から受ける力をそ
れぞれＱとすると、溝形鋼３１及びアングル材２９には
それぞれＭ１’，Ｍ２’＝Ｑ・ｅ２のモーメントＭ
１’，Ｍ２’が作用する。したがって、このモーメント
Ｍ１’，Ｍ２’を考慮して溝形鋼３１及びアングル材２
９の板厚を厚くする等、強度・剛性を高める必要があ
る。In the vertical direction, as shown in FIG. 7, the vertical eccentric distance of the bolt 35 is e2, and the forces received by the channel steel 31 and the angle member 29 from the bolt 35 are Q, respectively. In the steel 31 and the angle member 29, M1 ′ and M2 ′ = moment M of Q · e2, respectively.
1 'and M2' act. Therefore, considering the moments M1 'and M2', the channel steel 31 and the angle material 2
It is necessary to increase the strength and rigidity, for example, by increasing the plate thickness of No. 9.
【００１０】本発明は、かかる問題点を解決するために
なされたものであり、ボルト位置の偏心による影響が少
なく経済的な設計が可能な角形鋼管柱とＨ形梁の接合構
造を得ることを目的としている。The present invention has been made in order to solve such a problem, and an object of the present invention is to obtain a joint structure between a rectangular steel pipe column and an H-shaped beam, which is less affected by eccentricity of a bolt position and can be designed economically. The purpose is.
【００１１】[0011]
【課題を解決するための手段】本発明に係る鋼管柱の柱
梁接合構造は、鋼管柱の側面に接合されて幅方向に延出
する添え板と、該添え板の延出部とＨ形断面梁のフラン
ジの間に介在設置されて両者を連結する連結部材とを備
え、前記連結部材をＨ形断面材で構成し、該Ｈ形断面材
のフランジ部と前記添え板をボルト接合し、該Ｈ形断面
材のウェブと前記Ｈ形断面梁のフランジをボルト接合す
るものである。According to the present invention, there is provided a beam-to-column connection structure for a steel pipe column, comprising: an attachment plate joined to a side surface of the steel pipe column and extending in a width direction; A connecting member interposed between the flanges of the cross-sectional beam and connecting the two, and the connecting member is formed of an H-shaped member, and the flange portion of the H-shaped member and the attachment plate are bolted to each other, The web of the H-section member and the flange of the H-section beam are bolted to each other.
【００１２】また、前記鋼管柱は鋼管内にコンクリート
を充填してなるコンクリート充填管構造であることを特
徴とするものである。Further, the steel pipe column has a concrete filling pipe structure in which concrete is filled in a steel pipe.
【００１３】[0013]
【発明の実施の形態】図１は本発明の一実施の形態にか
かる角形鋼管とＨ形断面梁との接合構造の斜視図、図２
は正面図である。本実施の形態は、角形鋼管柱１の側面
に接合されて幅方向に延出する添え板３と、該添え板３
の延出部３ａとＨ形断面梁５のフランジ５ａの間に介在
設置されて両者を連結するＨ形断面材７とを備え、Ｈ形
断面材７のフランジ部７ａと添え板３の延出部３ａをボ
ルト９で接合し、Ｈ形断面材７のウェブ７ｂとＨ形断面
梁５のフランジ５ａ，５ｂをボルト１１で接合したもの
である。FIG. 1 is a perspective view of a joint structure between a square steel pipe and an H-section beam according to an embodiment of the present invention, and FIG.
Is a front view. In this embodiment, an attachment plate 3 joined to a side surface of a rectangular steel tubular column 1 and extending in the width direction is provided.
And an H-shaped member 7 interposed between the flange 3a and the flange 5a of the H-shaped beam 5 and connecting the two, and the flange 7a of the H-shaped member 7 and the extension of the attachment plate 3 are provided. The portion 3a is joined by a bolt 9, and the web 7b of the H-section member 7 and the flanges 5a, 5b of the H-section beam 5 are joined by a bolt 11.
【００１４】接合部を構成する各要素について詳細に説
明する。添え板３は、図１に示すように、一定の幅を有
する鋼板を予め井桁状に組み立て、これを角形鋼管柱１
に挿入して隅肉溶接によって角形鋼管柱１に接合されて
構成されている。そして、添え板３の延出部３ａにおけ
る上下部の略対称位置には延出方向に沿って複数のボル
ト穴１５が形成されている。また、Ｈ形断面梁５の上下
フランジ５ａ，５ｂの端部における両側部にも梁の軸線
方向に沿って複数のボルト穴１７が形成されている。Each element constituting the joint will be described in detail. As shown in FIG. 1, the attachment plate 3 is formed by assembling a steel plate having a fixed width in a cross beam shape in advance,
And is joined to the square steel tubular column 1 by fillet welding. A plurality of bolt holes 15 are formed in the extension 3a of the attachment plate 3 at substantially symmetric positions of the upper and lower portions along the extension direction. In addition, a plurality of bolt holes 17 are formed on both sides of the ends of the upper and lower flanges 5a and 5b of the H-shaped section beam 5 along the axial direction of the beam.
【００１５】さらに、Ｈ形断面材７はその幅（ウェブ高
さ）が添え板３における対向する延出部３ａ間の距離と
ほぼ同寸法に形成されており、その両側のフランジ部７
ａには複数のボルト穴１９が設けられている。また、Ｈ
形断面材７のウェブ７ｂにも複数のボルト穴２１が形成
されている。Further, the H-shaped section member 7 is formed such that its width (web height) is substantially the same as the distance between the opposed extending portions 3a of the attachment plate 3, and the flange portions 7 on both sides thereof.
a is provided with a plurality of bolt holes 19. Also, H
A plurality of bolt holes 21 are also formed in the web 7b of the section 7.
【００１６】次に、上記の構成要素による接合手順につ
いて説明する。角形鋼管柱１に予め井桁状に組まれた添
え板３を、角形鋼管柱１の上下方向に所定の間隔を離し
て溶接する。そして、Ｈ形断面梁５の端部を、その上下
フランジ５ａ，５ｂがそれぞれ上下の添え板３の延出部
３ａの中間に位置するように配置する。さらに、上フラ
ンジ５ａの上面側に、上フランジ５ａをＨ形断面材７の
ウェブ７ｂで覆うように配置し、添え板３とＨ形断面材
７のそれぞれに設けられたボルト穴１５，１９にボルト
９を挿通してボルト接合する。さらに、Ｈ形断面材７と
Ｈ形断面梁５のそれぞれのボルト穴２１，１７にボルト
１１を挿通してボルト接合する。また、下フランジ５ｂ
についても同様の手順で配置及びボルト接合する。Next, a joining procedure using the above components will be described. Attaching plates 3 previously assembled in a grid form on the square steel pipe column 1 are welded at predetermined intervals in the vertical direction of the square steel pipe column 1. Then, the end of the H-shaped section beam 5 is arranged such that the upper and lower flanges 5a and 5b are respectively located in the middle of the extending portions 3a of the upper and lower attachment plates 3. Further, the upper flange 5a is arranged on the upper surface side of the upper flange 5a so as to be covered with the web 7b of the H-shaped section member 7, and the bolt holes 15 and 19 provided in the attachment plate 3 and the H-shaped section member 7, respectively. The bolt 9 is inserted and bolted. Further, the bolts 11 are inserted into the bolt holes 21 and 17 of the H-shaped section member 7 and the H-shaped section beam 5 and are joined by bolts. Also, the lower flange 5b
Are arranged and bolted in the same manner.
【００１７】以上のように、本実施の形態においては、
添え板３とＨ形断面梁５を連結する部材として単一のＨ
形断面材７にて接合するようにしたので、複数の連結部
材を用いていたことによるボルト引張線の偏心の悪影響
がなくなる。As described above, in the present embodiment,
A single H is used as a member for connecting the attachment plate 3 and the H-section beam 5.
Since the joints are formed by the cross-sectional members 7, the adverse effect of the eccentricity of the bolt tension line due to the use of the plurality of connecting members is eliminated.
【００１８】この点を、平面模式図である図３及び図２
の矢視Ｂ−Ｂ断面図である図４に基づいて説明する。ボ
ルト９とボルト１１の水平方向の偏心距離をｅ１、Ｈ形
断面梁５のフランジ５ａに作用する引張力の１／２をＰ
とすると、Ｈ形断面材７のウェブ７ｂの内部にはそれぞ
れＭ１，Ｍ２＝Ｐ・ｅ１のモーメントＭ１，Ｍ２が発生
する。しかし、ウェブ７ｂは分割されていない単一の部
材なので、各モーメントＭ１，Ｍ２はウェブ７ｂの内部
で相殺される。このため、Ｈ形断面材７のウェブ７ｂに
は回転力が発生せず、引っ張り力のみを考慮すればよい
ことになり、部材のコスト低減ができると共に、設計が
容易になる。また、ボルト１１についてもモーメントＭ
１，Ｍ２の影響を考慮する必要がなく、引っ張り力のみ
を考慮すればよくなり、従来例に比較してより大きな外
力に耐えうると共に、設計も容易になる。FIG. 3 and FIG. 2 are schematic plan views showing this point.
4 will be described with reference to FIG. The eccentric distance between the bolt 9 and the bolt 11 in the horizontal direction is e1, and 引 張 of the tensile force acting on the flange 5a of the H-shaped section beam 5 is P.
Then, moments M1 and M2 of M1 and M2 = P · e1 are generated inside the web 7b of the H-shaped section member 7, respectively. However, since the web 7b is a single undivided member, the moments M1 and M2 are offset inside the web 7b. For this reason, no rotational force is generated in the web 7b of the H-shaped cross-section member 7, and only the pulling force needs to be considered, so that the cost of the member can be reduced and the design becomes easy. In addition, the moment M
It is not necessary to consider the effects of M1 and M2, and only the pulling force needs to be considered. This makes it possible to withstand a larger external force as compared with the conventional example and also facilitates the design.
【００１９】また、鉛直方向についても、図４に示すよ
うに、ボルト９のウェブ７ｂからの偏心距離をｅ２、ｅ
２’（≒ｅ２）、Ｈ形断面梁５のフランジ５ａに作用す
る力を２Ｑとすると、フランジ部７ａにはそれぞれＭ
１’＝Ｑ・ｅ２、Ｍ２’＝Ｑ・ｅ２’≒Ｑ・ｅ２のモー
メントＭ１’，Ｍ２’が発生する。しかし、フランジ部
７ａは単一の部材で構成されており、かつモーメントＭ
１’，Ｍ２’の大きさはほぼ等しいので各モーメントＭ
１’，Ｍ２’はフランジ部７ａの内部で相殺される。こ
のため、Ｈ形断面材７のフランジ部７ａには回転力が発
生せず、引っ張り力のみを考慮すればよいことになり、
部材のコスト低減ができると共に、設計が容易になる。In the vertical direction, as shown in FIG. 4, the eccentric distance of the bolt 9 from the web 7b is set to e2, e2.
2 '(≒ e2), assuming that the force acting on the flange 5a of the H-shaped section beam 5 is 2Q, the flange portion 7a has M
1 ′ = Q · e2, M2 ′ = Q · e2 ′ ≒ Moments M1 ′ and M2 ′ of Q · e2 are generated. However, the flange portion 7a is formed of a single member, and the moment M
Since the magnitudes of 1 ′ and M2 ′ are almost equal, each moment M
1 ′ and M2 ′ are offset inside the flange portion 7a. Therefore, no rotational force is generated in the flange portion 7a of the H-shaped section member 7, and only the pulling force needs to be considered.
The cost of the members can be reduced, and the design becomes easy.
【００２０】[0020]
【発明の効果】以上説明したように、本発明において
は、連結部材をＨ形断面材で構成し、該Ｈ形断面材のフ
ランジ部と添え板をボルト接合し、該Ｈ形断面材のウェ
ブとＨ形断面梁のフランジをボルト接合するようにした
ので、従来の連結部材が複数あることによるボルト引張
線の偏心の悪影響がなくなると共に、極めてシンプルな
接合構造が実現できる。また、通しダイアフラム構造の
ように、鋼管内部を分断する部分を持たないため、鋼管
柱をコンクリート充填管構造にした場合にも、極めて充
填性の高いコンクリート充填管構造を得ることができ
る。As described above, according to the present invention, the connecting member is formed of an H-shaped cross-section member, and the flange portion of the H-shaped cross-section member and the attachment plate are bolted to each other to form a web of the H-shaped cross-section material. And the flange of the H-shaped section beam are joined by bolts, so that the adverse effect of the eccentricity of the bolt tension wire due to the presence of a plurality of conventional connecting members can be eliminated, and an extremely simple joining structure can be realized. Also, unlike the through-diaphragm structure, since there is no portion for dividing the inside of the steel pipe, even when the steel pipe column is formed into a concrete-filled pipe structure, a concrete-filled pipe structure with extremely high filling properties can be obtained.
【図１】 本発明の一実施の形態を説明する斜視図であ
る。FIG. 1 is a perspective view illustrating an embodiment of the present invention.
【図２】 本発明の一実施の形態を説明する正面図であ
る。FIG. 2 is a front view illustrating an embodiment of the present invention.
【図３】 本発明の一実施の形態の作用の説明図であ
る。FIG. 3 is an explanatory diagram of an operation of one embodiment of the present invention.
【図４】 本発明の一実施の形態の作用の説明図であ
る。FIG. 4 is an explanatory diagram of the operation of the embodiment of the present invention.
【図５】 従来例の説明図である。FIG. 5 is an explanatory diagram of a conventional example.
【図６】 従来例の作用の説明図である。FIG. 6 is an explanatory diagram of an operation of a conventional example.
【図７】 従来例の作用の説明図である。FIG. 7 is an explanatory diagram of an operation of a conventional example.
１ 角形鋼管柱 ３ 添え板 ５ Ｈ形断面梁 ７ Ｈ形断面材 ９，１１ ボルト DESCRIPTION OF SYMBOLS 1 Square-shaped steel pipe column 3 Attached plate 5 H-section beam 7 H-section material 9,11 bolt
───────────────────────────────────────────────────── フロントページの続き (72)発明者 中村 信行 東京都千代田区丸の内一丁目１番２号 日 本鋼管株式会社内 (72)発明者 岡本 晴仁 東京都千代田区丸の内一丁目１番２号 日 本鋼管株式会社内 Ｆターム(参考） 2E125 AA04 AA14 AB01 AB12 AB16 AC04 AC15 AC16 AG03 AG12 BA55 BB00 BB16 BC09 BD01 BE02 BF06 BF08 CA05 CA14 ──────────────────────────────────────────────────続 き Continuing on the front page (72) Inventor Nobuyuki Nakamura 1-2-1, Marunouchi, Chiyoda-ku, Tokyo Nihon Kokan Co., Ltd. (72) Haruhito Okamoto 1-2-1, Marunouchi, Chiyoda-ku, Tokyo, Japan F-term in Honko Co., Ltd. (reference) 2E125 AA04 AA14 AB01 AB12 AB16 AC04 AC15 AC16 AG03 AG12 BA55 BB00 BB16 BC09 BD01 BE02 BF06 BF08 CA05 CA14
Claims (2)
する添え板と、該添え板の延出部とＨ形断面梁のフラン
ジの間に介在設置されて両者を連結する連結部材とを備
え、 前記連結部材をＨ形断面材で構成し、該Ｈ形断面材のフ
ランジ部と前記添え板をボルト接合し、該Ｈ形断面材の
ウェブと前記Ｈ形断面梁のフランジをボルト接合するこ
とを特徴とする鋼管柱とＨ形断面梁との接合構造。An attachment plate joined to a side surface of a steel pipe column and extending in a width direction, and a connecting member interposed between an extension portion of the attachment plate and a flange of an H-shaped cross-section to connect the two. The connecting member is formed of an H-shaped section member, and a flange portion of the H-shaped section member and the attachment plate are bolted to each other, and a web of the H-shaped section member and a flange of the H-shaped section beam are bolted. A joint structure between a steel pipe column and an H-shaped beam, which is characterized by joining.
填してなるコンクリート充填管構造であることを特徴と
する請求項１記載の鋼管柱とＨ形断面梁との接合構造。2. The joint structure between a steel pipe column and an H-shaped beam according to claim 1, wherein the steel pipe column has a concrete-filled pipe structure in which concrete is filled in a steel pipe.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000401821A JP4710134B2 (en) | 2000-12-28 | 2000-12-28 | Beam-column joint structure of steel pipe columns |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2000401821A JP4710134B2 (en) | 2000-12-28 | 2000-12-28 | Beam-column joint structure of steel pipe columns |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2002201711A true JP2002201711A (en) | 2002-07-19 |
| JP4710134B2 JP4710134B2 (en) | 2011-06-29 |
Family
ID=18866205
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2000401821A Expired - Fee Related JP4710134B2 (en) | 2000-12-28 | 2000-12-28 | Beam-column joint structure of steel pipe columns |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP4710134B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106436923A (en) * | 2016-05-20 | 2017-02-22 | 西安建筑科技大学 | Three-side plate joint for eccentric beam-column connection and assembly method |
| CN106988432A (en) * | 2017-04-25 | 2017-07-28 | 江苏沪宁钢机股份有限公司 | A kind of stable type rod iron node |
| CN109113190A (en) * | 2018-10-09 | 2019-01-01 | 安徽建筑大学 | A kind of detachable assembling type beam column of steel structure connection structure |
| CN113073739A (en) * | 2021-04-22 | 2021-07-06 | 国网河北省电力有限公司经济技术研究院 | Splicing structure of structural steel section |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102359192A (en) * | 2011-10-24 | 2012-02-22 | 沈阳建筑大学 | Connecting node of square steel pipe column, H-shaped steel beam and L-shaped ribbed plate |
| JP6148697B2 (en) * | 2015-06-23 | 2017-06-14 | 大和ハウス工業株式会社 | Formwork |
| KR102048683B1 (en) * | 2015-09-18 | 2019-11-27 | 엔도오 고오교오 가부시끼가이샤 | Self-winding drive and self-casting caster |
| KR101877942B1 (en) * | 2017-11-29 | 2018-07-12 | 김진영 | Beam-column connection |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04327621A (en) * | 1991-04-26 | 1992-11-17 | Sumitomo Metal Ind Ltd | Joint part of square steel pipe column and steel beam and joint metal therefor |
| JPH10227063A (en) * | 1996-12-12 | 1998-08-25 | Nkk Corp | Joint structure of square steel pipe column and h-sectional beam |
-
2000
- 2000-12-28 JP JP2000401821A patent/JP4710134B2/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106436923A (en) * | 2016-05-20 | 2017-02-22 | 西安建筑科技大学 | Three-side plate joint for eccentric beam-column connection and assembly method |
| CN106436923B (en) * | 2016-05-20 | 2018-08-07 | 西安建筑科技大学 | A kind of three side plate nodes and assembly method for eccentric beam-to-column joint |
| CN106988432A (en) * | 2017-04-25 | 2017-07-28 | 江苏沪宁钢机股份有限公司 | A kind of stable type rod iron node |
| CN109113190A (en) * | 2018-10-09 | 2019-01-01 | 安徽建筑大学 | A kind of detachable assembling type beam column of steel structure connection structure |
| CN113073739A (en) * | 2021-04-22 | 2021-07-06 | 国网河北省电力有限公司经济技术研究院 | Splicing structure of structural steel section |
| CN113073739B (en) * | 2021-04-22 | 2022-06-03 | 国网河北省电力有限公司经济技术研究院 | Splicing structure of structural steel section |
Also Published As
| Publication number | Publication date |
|---|---|
| JP4710134B2 (en) | 2011-06-29 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| KR101349649B1 (en) | Composite structure of bulit-up steel-girder with reinforced end unit | |
| KR101186062B1 (en) | Connection of concrete filled steel tube column and H-shaped steel beam and constructing method of the same | |
| EP3696336B1 (en) | Joint structure for h-beam | |
| KR101920417B1 (en) | Seismic retrofit structure | |
| JP2001254436A (en) | Joining structure of steel column and steel beam | |
| KR102001041B1 (en) | Joint structure between the cft square column and the steel girder | |
| JP2002201711A (en) | Beam-column connection structure of steel-pipe column | |
| JPH09256461A (en) | Non-welded column and beam joint structure for capital | |
| KR100716453B1 (en) | Reinforcement structure of CFT column and beam connection | |
| KR101299574B1 (en) | Moment connection structure using panel zone of rectangular shape | |
| JPS6349776B2 (en) | ||
| JP3284877B2 (en) | Joint structure of square steel tubular column and H-section beam | |
| JP3129682B2 (en) | Open section column and beam joining device | |
| JP3142701B2 (en) | Connection structure between square steel tube columns and H-beams | |
| JP4091870B2 (en) | Column / beam joint structure with floor slab composition function | |
| JP3327184B2 (en) | Column-to-beam joints between steel pipe structure or filled steel pipe concrete structure column and SRC structure beam | |
| KR102569266B1 (en) | Assembly type concrete filled steel column | |
| KR102625510B1 (en) | Joint CFT Column and Wide Hybrid Beam | |
| JP7495309B2 (en) | Ladder-type load-bearing wall structure and portal structure | |
| KR101371198B1 (en) | Square pipe type assembling structural member | |
| JP7335114B2 (en) | Truss girder connection method | |
| JP2753947B2 (en) | Joining method of column and beam of steel structure and joining hardware | |
| KR20230123385A (en) | Compressive precast element strengthen above a top flange in H-shapes Steel Beam | |
| KR102661173B1 (en) | Structure Of Connecting Continuous Beam And Column | |
| JP3232594U (en) | Joint structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| A621 | Written request for application examination |
Free format text: JAPANESE INTERMEDIATE CODE: A621 Effective date: 20070927 |
|
| A977 | Report on retrieval |
Free format text: JAPANESE INTERMEDIATE CODE: A971007 Effective date: 20100423 |
|
| A131 | Notification of reasons for refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A131 Effective date: 20100511 |
|
| A521 | Written amendment |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20100708 |
|
| A131 | Notification of reasons for refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A131 Effective date: 20100928 |
|
| A521 | Written amendment |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20101126 |
|
| A01 | Written decision to grant a patent or to grant a registration (utility model) |
Free format text: JAPANESE INTERMEDIATE CODE: A01 Effective date: 20110222 |
|
| A61 | First payment of annual fees (during grant procedure) |
Free format text: JAPANESE INTERMEDIATE CODE: A61 Effective date: 20110307 |
|
| LAPS | Cancellation because of no payment of annual fees |