JP3958176B2 - Beam-to-column connection structure of square steel pipe column - Google Patents

Beam-to-column connection structure of square steel pipe column Download PDF

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Publication number
JP3958176B2
JP3958176B2 JP2002285649A JP2002285649A JP3958176B2 JP 3958176 B2 JP3958176 B2 JP 3958176B2 JP 2002285649 A JP2002285649 A JP 2002285649A JP 2002285649 A JP2002285649 A JP 2002285649A JP 3958176 B2 JP3958176 B2 JP 3958176B2
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Prior art keywords
column
steel pipe
joint
pipe column
flange
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JP2002285649A
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JP2004124370A (en
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文久 吉田
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Daiwa House Industry Co Ltd
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Daiwa House Industry Co Ltd
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Description

【０００１】
【発明の属する技術分野】
この発明は、角形の鋼管柱に、鋼管柱よりも幅狭のＨ形鋼製の梁を接合したノンダイヤフラム形式の柱梁接合構造に関する。
【０００２】
【従来の技術】
この種の柱梁接合構造の従来例として、図７に示す構造のものがある。この従来例では、梁２２の端部に水平ハンチ２３（図７（Ｃ））を形成し、この梁端部を角形鋼管柱２１の側面に溶接することで、柱梁接合部の剛性と耐力を確保している。この場合、梁端部の材料として、ウェブ２２ｂとフランジ２２ａを溶接してＨ形とするビルト型のＨ形鋼を用いることで、上記水平ハンチ２３の形成を可能としている。また、柱梁接合部の耐力を増強するために、角形鋼管柱２１の梁接合部は、この角形鋼管柱２１の他の部分よりも肉厚の厚い厚肉部２１ａとされている。
【０００３】
【発明が解決しようとする課題】
しかし、このような梁端部に水平ハンチ２３を有するビルト型のＨ型鋼を生産するには、加工が煩雑でコストアップとなる。
【０００４】
この発明の目的は、このような課題を解消し、十分な剛性と耐力を確保して、コストダウンを図ることのできる角形鋼管柱の柱梁接合構造を提供することである。
【０００５】
【課題を解決するための手段】
この発明の角形鋼管柱の柱梁接合構造は、角形の鋼管柱に、この鋼管柱よりも幅狭のＨ形鋼製の梁を接合した柱梁接合構造において、上記鋼管柱の梁接合部がノンダイヤフラム構造であり、上記梁は、梁端部で上側のフランジの上面および下側のフランジの下面にそれぞれ重ねて接合された接合プレートを介して上記鋼管柱に接合され、上記各接合プレートは柱接合端が梁幅よりも広がっていて、この柱接合端が鋼管柱の側面に突合せ溶接されたものである。
この構成によると、梁のフランジに発生する荷重は、接合プレートを介して鋼管柱に伝わる。この場合に、接合プレートは柱接合端が梁幅よりも広がっているため、広い範囲で鋼管柱と接合できて、鋼管柱の面外変形耐力も確保される。また、梁端部が、小部材の接合プレートを介して角形鋼管柱に接合されるため、梁の端部の柱接合部をビルト型のＨ型鋼で広げた従来例の構造のものに比べて安価に構成できる。ノンダイヤフラム構造であるため、鋼管柱の構造自体も簡素なものとなる。
【０００６】
上記構成において、上記接合プレートは、梁の幅方向に並ぶ２枚の分割接合プレートに分割し、梁のフランジに重なる全ての辺、つまり梁幅中央側の辺、梁接合端と反対側の辺、および梁幅外側の斜めの辺の一部で、梁のフランジに隅肉溶接する。このように分割構造とすると、接合プレートを溶接で接合する場合に、梁への接合プレートの溶接長が長くなり、十分な接合強度を確保できる。
【０００７】
この発明において、上記接合プレートは、鋼管柱側の幅が幅広となるように、テーパ状に先広がり形状となったものとする。テーパ状に先広がりとなった形状であれば、鋼管柱の面外変形耐力の確保が可能で、かつ接合プレートの余分な梁幅方向への突出部分がなく、材料の節減ともなる。このテーパ状の接合プレートは、柱接合端の幅を鋼管柱の幅に応じて自由に変更し、鋼管柱の径等に応じて、鋼管柱の面外耐力を適正化することができる。
【０００８】
上記構成において、上記梁は、ウェブが鋼管柱の側面に溶接されたものであっても良い。この構成の場合、梁のウェブと鋼管柱側面とを溶接した堅固な構成でありながら、従来の梁接合用のブラケットを鋼管柱に溶接する構造のものに比べ、鋼管柱からの出っ張りも少なくなるので、現場への運搬や構築前の保管が容易になる。
【０００９】
上記構成において、上記梁は、上記鋼管柱の側面に上下方向に沿って接合されたガセットプレートにボルト接合されたものであっても良い。
この構造の場合、鋼管柱の側面に予め接合されたガセットプレートに梁のウェブをボルト接合した状態で、接合プレートの鋼管柱や梁への接合作業を行うことができる。そのため、現場での梁溶接作業をより容易に行うことができる。
【００１０】
上記構成において、上記鋼管柱の梁接合部が、この鋼管柱の他の部分よりも肉厚の厚い厚肉部であっても良い。このように厚肉部とした場合、ノンダイヤフラム構造であっても、鋼管柱の十分な剛性，面外変形耐力を確保できる。上記厚肉部は、素材となる鋼管を増肉加工した部分とする。
【００１１】
【発明の実施の形態】
この発明の第１の実施形態を図１と共に説明する。図１（Ａ），（Ｂ），（Ｃ）はこの実施形態に係る角形鋼管柱の柱梁接合構造を示す正面図，側面図および平面図である。この柱梁接合構造は、角形の鋼管柱１に、この鋼管柱１よりも幅狭のＨ形鋼製の梁２を接合したものであって、鋼管柱１の梁接合部がノンダイヤフラム構造とされている。角形鋼管柱１の梁接合部は、この鋼管柱１の他の部分よりも肉厚の厚い厚肉部１ａとされている。上記梁２は、梁端部で上下のフランジ２ａ，２ａにそれぞれ接合される接合プレート３，３を介して鋼管柱１に接合される。各接合プレート３は、鋼管柱１側の幅が幅広となるようにテーパ状の先広がり形状とされ、柱接合端が梁幅よりも広がっている。この接合プレート３は、梁２の幅方向に並ぶ２枚の分割接合プレート４，４に分割されている。換言すれば、梁幅方向に並ぶ２枚の分割接合プレート４，４を合わせて「接合プレート３」と称している。
【００１２】
鋼管柱１は、この接合プレート３が溶接された状態で、工場より現場に運搬され、建てられる。現場では、この建てられた鋼管柱１の上記の接合プレート３，３間に梁端部が嵌まり込むように、梁２が吊り上げて配置される。この後、接合プレート３が梁２の上下のフランジ２ａにそれぞれ溶接される。この場合に、図１（Ｃ）のように、接合プレート３を構成する２枚の分割接合プレート４，４は、フランジ２ａに重なる全ての辺が隅肉溶接される。接合プレート３がこのようなテーパ形状である場合、その各分割接合プレート４のフランジ２ａと重なる辺は、梁幅中央側の辺４ａ、梁接合端と反対側の辺４ｂ、および梁幅外側の斜めの辺４ｃの一部となる。また、梁２は、そのウェブ２ｂの端部が鋼管柱１の側面に溶接される。
【００１３】
この角形鋼管柱の柱梁接合構造によると、梁２のフランジ２ａに発生する荷重は、接合プレート３を介して鋼管柱１に伝わる。この場合に、接合プレート３は柱接合端が梁幅よりも広がっているため、広い範囲で鋼管柱１と接合できて、鋼管柱１の面外変形耐力も確保される。この場合に、梁２の端部が、小部材の接合プレート３，３を介して角形鋼管柱１に接合されるため、梁の端部の柱接合部をビルト型のＨ型鋼で広げた従来例の構造のもの（図７）に比べて安価に構成でき、十分な剛性と耐力を確保できる。また、梁２には圧延型のＨ形鋼を用いることができる。また、ノンダイヤフラム構造であるため、鋼管柱１の構造自体も簡素なものとなる。
【００１４】
さらに、上記接合プレート３は、梁２の幅方向に並ぶ２枚の分割接合プレート４，４からなるものとしているので、各分割接合プレート４は、梁幅中央側の辺４ａ、梁接合端と反対側の辺４ｂ、および梁幅外側の辺４ｃの一部で、梁２のフランジ２ａに隅肉溶接することができる。そのため、同サイズの接合プレート３を１枚の非分離のものとした場合に比べて、梁２への接合プレート３の溶接長が長くなる。そのため、十分な接合強度を確保できる。また、この場合の溶接は隅肉溶接なので、その検査が簡単となる。
【００１５】
鋼管柱１に接合プレート３を工場溶接しておいても、鋼管柱に梁接合用のブラケットを溶接する構造のものに比べ、鋼管柱１からの出っ張りも少ないので、現場への運搬が容易である。角形鋼管柱１の梁接合部が厚肉部１ａとされているので、ノンダイヤフラム構造であっても十分な剛性，耐力を確保できる。
【００１６】
なお、この実施形態において、接合プレート３の鋼管柱１への溶接は、現場で行うようにしても良い。
【００１７】
図２（Ａ），（Ｂ），（Ｃ）は提案例に係る角形鋼管柱の柱梁接合構造を示す正面図，側面図および平面図である。この柱梁接合構造は、図１に示す第１の実施形態において、梁２のフランジ２ａへの接合プレート３の接合をボルト５で行ったものである。現場において、接合プレート３の柱接合端と、梁２のウェブ２ｂの端部とを角形鋼管柱１の側面に溶接すること、およびその他の構造は先の実施形態と同じである。
【００１８】
図３は他の提案例に係る角形鋼管柱の柱梁接合構造を示す平面図である。この柱梁接合構造は、図１に示す実施形態において、接合プレート３を１枚のプレートとしたものである。接合プレート３は、鋼管柱１側の幅が幅広となるように、テーパ状に先広がり形状となっている。その他の構成は図１の実施形態と同様である。
【００１９】
この実施形態の場合、接合プレート３が１枚のプレートからなるので、梁２のフランジ２ａに接合プレート３を隅肉溶接するときの溶接長は図１の実施形態の場合より短くなるが、その他の効果は図１の実施形態の場合と同様である。
【００２０】
図４（Ａ），（Ｂ），（Ｃ）はこの発明のさらに他の実施形態に係る角形鋼管柱の柱梁接合構造を示す正面図，側面図および平面図である。この柱梁接合構造では、図１に示す実施形態において、角形鋼管柱１の梁接合部の側面に、予め工場で上下方向に沿うガセットプレート６が溶接により接合される。現場では、先ず梁２のウェブ２ｂの端部が前記ガセットプレート６にボルト７で接合される。このように接合した状態で、梁２のフランジ２ａが接合プレート３を介して鋼管柱１の側面に接合される。すなわち、接合プレート３の柱接合端が鋼管柱１の側面に突き合わせ溶接され、接合プレート３の他部が梁２のフランジ２ａに隅肉溶接される。梁２のフランジ２ａへの接合プレート３の隅肉溶接は、工場で予め行っても良い。
【００２１】
この実施形態の場合、鋼管柱１に予め接合されたガセットプレート６に梁２のウェブ２ｂをボルト７で接合してから、鋼管柱１の側面への接合プレート３の突き合わせ溶接を行うので、現場での梁接合作業を容易に行うことができる。
【００２２】
図５はこの発明のさらに他の実施形態に係る角形鋼管柱の柱梁接合構造を示す平面図である。この柱梁接合構造は、図１に示す実施形態において、角形鋼管柱１内にコンクリート９を充填してＣＦＴ構造の鋼管柱としたものである。その他の構成は図１の実施形態と同様である。
このように構成することにより、角形鋼管柱１に十分な圧縮耐力を確保することができる。
【００２３】
図６はこの発明のさらに他の実施形態に係る角形鋼管柱の柱梁接合構造を示す平面図である。この柱梁接合構造は、図４に示す実施形態において、角形鋼管柱１内にコンクリート９を充填してＣＦＴ構造の鋼管柱としたものである。その他の構成は図１の実施形態の場合と同様である。
このように構成することにより、角形鋼管柱１に十分な耐力を確保することができる。
【００２５】
【発明の効果】
この発明の角形鋼管柱の柱梁接合構造は、角形の鋼管柱に、この鋼管柱よりも幅狭のＨ形鋼製の梁を接合した柱梁接合構造において、上記鋼管柱の梁接合部がノンダイヤフラム構造であり、上記梁は、梁端部で上下のフランジにそれぞれ接合された接合プレートを介して上記鋼管柱に接合され、上記各接合プレートは柱接合端が梁幅よりも広がっていて、この柱接合端が鋼管柱の側面に突合せ溶接されたものとしたため、梁の端部の柱接合部をビルト型のＨ型鋼で広げた従来例の構造のものに比べて安価に構成でき、十分な剛性と耐力を確保できる。ノンダイヤフラム構造であるため、構造自体も簡素なものとなる。
【図面の簡単な説明】
【図１】（Ａ）はこの発明の一実施形態に係る角形鋼管柱の柱梁接合構造の正面図、（Ｂ）は同側面図、（Ｃ）は同平面図である。
【図２】 （Ａ）は提案例に係る角形鋼管柱の柱梁接合構造の正面図、（Ｂ）は同側面図、（Ｃ）は同平面図である。
【図３】 他の提案例に係る角形鋼管柱の柱梁接合構造の平面図である。
【図４】（Ａ）はこの発明のさらに他の実施形態に係る角形鋼管柱の柱梁接合構造の正面図、（Ｂ）は同側面図、（Ｃ）は同平面図である。
【図５】この発明のさらに他の実施形態に係る角形鋼管柱の柱梁接合構造の平面図である。
【図６】この発明のさらに他の実施形態に係る角形鋼管柱の柱梁接合構造の平面図である。
【図７】（Ａ）は従来例の正面図、（Ｂ）は同側面図、（Ｃ）は同平面図である。
【符号の説明】
１…角形鋼管柱
１ａ…厚肉部
２…梁
２ａ…フランジ
２ｂ…ウェブ
３…接合プレート
４…分割接合プレート
６…ガセットプレート
７…ボルト[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a non-diaphragm-type column beam connection structure in which an H-shaped steel beam having a narrower width than a steel tube column is bonded to a square steel tube column.
[0002]
[Prior art]
As a conventional example of this type of column beam connection structure, there is a structure shown in FIG. In this conventional example, a horizontal hunch 23 (FIG. 7C) is formed at the end of the beam 22, and this beam end is welded to the side surface of the square steel pipe column 21, thereby allowing the rigidity and proof strength of the beam-column joint. Is secured. In this case, the horizontal haunch 23 can be formed by using a built-in H-shaped steel in which the web 22b and the flange 22a are welded to form an H shape as the material of the beam end. Further, in order to enhance the proof stress of the column beam joint portion, the beam joint portion of the square steel pipe column 21 is a thick portion 21 a that is thicker than other portions of the square steel tube column 21.
[0003]
[Problems to be solved by the invention]
However, in order to produce such a built-in H-shaped steel having a horizontal hunch 23 at the end of the beam, the processing is complicated and the cost is increased.
[0004]
An object of the present invention is to provide a column-to-column connection structure of a rectangular steel pipe column that can eliminate such problems, secure sufficient rigidity and proof strength, and reduce costs.
[0005]
[Means for Solving the Problems]
The column-to-beam connection structure of a rectangular steel pipe column according to the present invention is a column-to-beam connection structure in which a beam made of H-shaped steel having a narrower width than the steel pipe column is bonded to a square steel tube column. It is a non-diaphragm structure, and the beam is bonded to the steel pipe column via a bonding plate that is overlapped and bonded to the upper surface of the upper flange and the lower surface of the lower flange at the end of the beam. The column junction end is wider than the beam width, and this column junction end is butt welded to the side surface of the steel pipe column.
According to this configuration, the load generated on the flange of the beam is transmitted to the steel pipe column via the joining plate. In this case, since the joining end of the joining plate is wider than the beam width, the joining plate can be joined to the steel pipe pillar in a wide range, and the out-of-plane deformation resistance of the steel pipe pillar is ensured. In addition, since the beam end is joined to the square steel pipe column via a small member joining plate, the column joint at the end of the beam is expanded with built-in H-shaped steel, compared to the conventional structure. Can be configured at low cost. Because of the non-diaphragm structure, the structure of the steel pipe column itself is also simple.
[0006]
In the above configuration, the joining plate is divided into two divided joining plates arranged in the beam width direction, and all sides that overlap the flange of the beam, that is, the side on the beam width center side, the side opposite to the beam joining end And fillet welded to the flange of the beam at a part of the diagonal side outside the beam width . In this way, when the joining plate is joined by welding, the welding length of the joining plate to the beam becomes long and sufficient joining strength can be secured.
[0007]
The present invention smell Te, upper Symbol joining plate, so that the width of the steel pipe column side is wider, it is assumed that a flared shape tapered. If the shape is tapered, the out-of-plane deformation resistance of the steel pipe column can be ensured, and there is no protruding portion of the joining plate in the beam width direction, thereby saving material. This tapered joining plate can change the width of the column joining end freely according to the width of the steel pipe column, and can optimize the out-of-plane proof stress of the steel pipe column according to the diameter of the steel pipe column.
[0008]
The said structure WHEREIN: The said beam may be what the web was welded to the side surface of the steel pipe column. In this configuration, the beam web and the side surface of the steel pipe column are solidly welded, but the protrusion from the steel pipe column is reduced compared to the conventional structure in which the bracket for beam connection is welded to the steel pipe column. Therefore, transportation to the site and storage before construction becomes easy.
[0009]
The said structure WHEREIN: The said beam may be bolt-joined to the gusset plate joined to the side surface of the said steel pipe column along an up-down direction.
In the case of this structure, the joining operation of the joining plate to the steel pipe column or beam can be performed in a state in which the beam web is bolted to the gusset plate that is joined in advance to the side surface of the steel pipe column. Therefore, the beam welding work on site can be performed more easily.
[0010]
In the above-described configuration, the beam joint portion of the steel pipe column may be a thick wall portion that is thicker than other portions of the steel pipe column. Thus, when it is set as a thick part, even if it is a non-diaphragm structure, sufficient rigidity and out-of-plane deformation strength of a steel pipe pillar can be secured. The thick portion shall be increased meat portions a steel pipe as a material.
[0011]
DETAILED DESCRIPTION OF THE INVENTION
A first embodiment of the present invention will be described with reference to FIG. FIGS. 1A, 1B, and 1C are a front view, a side view, and a plan view showing a column beam connection structure of a rectangular steel pipe column according to this embodiment. This column beam connection structure is formed by joining a square steel pipe column 1 to a beam 2 made of H-shaped steel having a narrower width than that of the steel pipe column 1, and the beam junction portion of the steel pipe column 1 has a non-diaphragm structure. Has been. The beam joint portion of the square steel pipe column 1 is a thick part 1 a that is thicker than the other parts of the steel pipe column 1. The beam 2 is joined to the steel pipe column 1 via joining plates 3 and 3 that are joined to the upper and lower flanges 2a and 2a, respectively, at the end of the beam. Each joining plate 3 is tapered so that the width on the steel pipe column 1 side is wide, and the column joining end is wider than the beam width. The joining plate 3 is divided into two divided joining plates 4 and 4 arranged in the width direction of the beam 2. In other words, the two divided joint plates 4 and 4 arranged in the beam width direction are collectively referred to as “joint plate 3”.
[0012]
The steel pipe column 1 is transported and built from the factory to the site in a state where the joining plate 3 is welded. At the site, the beam 2 is lifted and arranged so that the end of the beam fits between the joint plates 3 and 3 of the steel pipe column 1 constructed. Thereafter, the joining plate 3 is welded to the upper and lower flanges 2a of the beam 2, respectively. In this case, as shown in FIG. 1C, the two split joining plates 4 and 4 constituting the joining plate 3 are fillet welded on all sides overlapping the flange 2a. When joining plate 3 has such a tapered shape, the respective divided junction plates 4 of the flange 2a and overlapping edges, Ryohaba in central side edges 4a, the beam joint end opposite sides 4b, and Ryohaba outer It becomes a part of the diagonal side 4c. Further, the end of the web 2 b of the beam 2 is welded to the side surface of the steel pipe column 1.
[0013]
According to this column-beam connection structure of the rectangular steel pipe column, the load generated on the flange 2 a of the beam 2 is transmitted to the steel pipe column 1 via the connection plate 3. In this case, since the joining end of the joining plate 3 is wider than the beam width, the joining plate 3 can be joined to the steel pipe pillar 1 in a wide range, and the out-of-plane deformation resistance of the steel pipe pillar 1 is ensured. In this case, since the end portion of the beam 2 is joined to the square steel pipe column 1 via the joining plates 3 and 3 of small members, the column joint portion at the end portion of the beam is spread with a built-in H-shaped steel. Compared to the structure of the example (FIG. 7), it can be constructed at a lower cost, and sufficient rigidity and proof stress can be secured. The beam 2 can be a rolled H-shaped steel. Moreover, since it is a non-diaphragm structure, the structure itself of the steel pipe column 1 also becomes simple.
[0014]
Furthermore, the bonding plate 3, since consisted of two split joint plates 4, 4 arranged in the width direction of the beam 2, each divided joint plate 4, sides 4a in Ryohaba central side, the beam joint end Fillet welded to the flange 2a of the beam 2 at a part of the side 4b on the opposite side and the side 4c outside the beam width. For this reason, the welding length of the joining plate 3 to the beam 2 becomes longer than when the joining plate 3 having the same size is not separated. Therefore, sufficient bonding strength can be ensured. Moreover, since the welding in this case is fillet welding, the inspection becomes simple.
[0015]
Even if the welding plate 3 is welded to the steel pipe column 1 at the factory, the projecting from the steel pipe column 1 is less than that of a structure in which a bracket for beam connection is welded to the steel pipe column. is there. Since the beam joint portion of the square steel pipe column 1 is the thick portion 1a, sufficient rigidity and proof stress can be secured even with a non-diaphragm structure.
[0016]
In this embodiment, welding of the joining plate 3 to the steel pipe column 1 may be performed on site.
[0017]
2A, 2B, and 2C are a front view, a side view, and a plan view showing a column-to-beam connection structure of a rectangular steel pipe column according to a proposed example . This column-beam joining structure is obtained by joining the joining plate 3 to the flange 2a of the beam 2 with a bolt 5 in the first embodiment shown in FIG. In the field, the column joining end of the joining plate 3 and the end of the web 2b of the beam 2 are welded to the side surface of the square steel pipe column 1 and other structures are the same as those in the previous embodiment.
[0018]
FIG. 3 is a plan view showing a column beam connection structure of a rectangular steel pipe column according to another proposed example . This column beam connection structure is such that the bonding plate 3 is a single plate in the embodiment shown in FIG. The joining plate 3 has a tapered shape so that the width on the steel pipe column 1 side becomes wider. Other configurations are the same as those of the embodiment of FIG.
[0019]
In the case of this embodiment, since the joining plate 3 is composed of one plate, the weld length when the fillet welding of the joining plate 3 to the flange 2a of the beam 2 is shorter than that in the embodiment of FIG. The effect of is the same as that of the embodiment of FIG.
[0020]
4A, 4B, and 4C are a front view, a side view, and a plan view showing a column beam connection structure of a rectangular steel pipe column according to still another embodiment of the present invention. In this column beam connection structure, in the embodiment shown in FIG. 1, a gusset plate 6 is previously bonded to the side surface of the beam connection portion of the square steel pipe column 1 at the factory in the vertical direction by welding. At the site, first, the end of the web 2 b of the beam 2 is joined to the gusset plate 6 with bolts 7. The flange 2 a of the beam 2 is joined to the side surface of the steel pipe column 1 via the joining plate 3 in the joined state. That is, the column joining end of the joining plate 3 is butt welded to the side surface of the steel pipe column 1, and the other part of the joining plate 3 is fillet welded to the flange 2 a of the beam 2. The fillet welding of the joining plate 3 to the flange 2a of the beam 2 may be performed in advance at the factory.
[0021]
In the case of this embodiment, since the web 2b of the beam 2 is joined to the gusset plate 6 previously joined to the steel pipe column 1 with the bolt 7, the butt welding of the joining plate 3 to the side surface of the steel pipe column 1 is performed. It is possible to easily perform the beam joining work in
[0022]
FIG. 5 is a plan view showing a column beam connection structure of a rectangular steel pipe column according to still another embodiment of the present invention. In the embodiment shown in FIG. 1, this column beam connection structure is a steel tube column having a CFT structure by filling concrete 9 into a square steel tube column 1. Other configurations are the same as those of the embodiment of FIG.
By comprising in this way, sufficient compression strength can be ensured for the square steel pipe column 1.
[0023]
FIG. 6 is a plan view showing a column beam connection structure of a rectangular steel pipe column according to still another embodiment of the present invention. In the embodiment shown in FIG. 4, this column beam connection structure is a steel pipe column having a CFT structure in which the square steel pipe column 1 is filled with concrete 9. Other configurations are the same as those in the embodiment of FIG.
By comprising in this way, sufficient proof stress can be ensured for the square steel pipe column 1.
[0025]
【The invention's effect】
The column-to-beam connection structure of a rectangular steel pipe column according to the present invention is a column-to-beam connection structure in which an H-shaped steel beam narrower than the steel pipe column is joined to a square steel tube column. It has a non-diaphragm structure, and the beam is joined to the steel pipe column via a joining plate joined to the upper and lower flanges at the end of the beam, and each joining plate has a column joining end wider than the beam width. Since this column joint end is butt welded to the side surface of the steel pipe column, it can be constructed at a lower cost than the conventional structure in which the column joint at the end of the beam is expanded with built-in H-shaped steel, Sufficient rigidity and strength can be secured. Since it has a non-diaphragm structure, the structure itself is simple.
[Brief description of the drawings]
FIGS. 1A and 1B are a front view, a side view, and a plan view, respectively, of a beam-to-column connection structure of rectangular steel pipe columns according to an embodiment of the present invention.
FIGS. 2A and 2B are a front view, a side view, and a plan view, respectively, of a column-beam joint structure of a rectangular steel pipe column according to a proposed example .
FIG. 3 is a plan view of a column beam connection structure of a rectangular steel pipe column according to another proposed example .
FIGS. 4A and 4B are a front view, a side view, and a plan view, respectively, of a beam-to-column connection structure of square steel pipe columns according to still another embodiment of the present invention.
FIG. 5 is a plan view of a column beam joining structure of a rectangular steel pipe column according to still another embodiment of the present invention.
FIG. 6 is a plan view of a column-beam joint structure for a rectangular steel pipe column according to still another embodiment of the present invention.
7A is a front view of a conventional example, FIG. 7B is a side view thereof, and FIG. 7C is a plan view thereof.
[Explanation of symbols]
DESCRIPTION OF SYMBOLS 1 ... Square steel pipe pillar 1a ... Thick part 2 ... Beam 2a ... Flange 2b ... Web 3 ... Joining plate 4 ... Divided joining plate 6 ... Gusset plate 7 ... Bolt

Claims (3)

角形の鋼管柱に、この鋼管柱よりも幅狭のＨ形鋼製の梁を接合した柱梁接合構造において、上記鋼管柱の梁接合部がノンダイヤフラム構造であり、上記梁は、梁端部で上側のフランジの上面および下側のフランジの下面にそれぞれ重ねて接合された接合プレートを介して上記鋼管柱に接合され、上記各接合プレートは鋼管柱側の幅が幅広となるようにテーパ状に先広がり形状となり、柱接合端が梁幅よりも広がっていて、この接合プレートは、梁の幅方向に並ぶ２枚の分割接合プレートに分割され、これら分割接合プレートは、梁幅中央側の辺、梁接合端と反対側の辺、および梁幅外側の斜めの辺の一部となる、上記梁のフランジに重なる全ての辺が上記フランジに隅肉溶接され、上記各接合プレートは柱接合端が鋼管柱の側面に突合せ溶接され、上記鋼管柱の梁接合部が、この鋼管柱の他の部分よりも肉厚の厚い厚肉部であって、素材となる鋼管を増肉加工した部分である角形鋼管柱の柱梁接合構造。In a beam-to-column connection structure in which an H-shaped steel beam narrower than the steel tube column is bonded to a square steel tube column, the beam connection portion of the steel tube column has a non-diaphragm structure. in bonded through a bonding plate engaged against overlapping each on a lower surface of an upper surface and a lower side of the flange of the flange to the tubular columns, tapered so that the respective junction plate width of the steel pipe column side becomes wider The joint ends are wider than the beam width , and this joint plate is divided into two split joint plates arranged in the width direction of the beam. All the sides that overlap the flange of the beam that are part of the side of the beam, the side opposite to the beam joint end, and the oblique side outside the beam width are fillet welded to the flange, and each of the joint plates is a column. Butt end butt welded to side of steel pipe column Is, the beam joint portion of the steel pipe pillars, this than other portions of the steel column to a thick walled portion of the wall thickness, beam-column joint of RHS Column is a moiety thickening process the steel pipe as a material Construction. 請求項１において、上記梁は、ウェブが鋼管柱の側面に溶接されたものである角形鋼管柱の柱梁接合構造。Oite to claim 1, the beam is beam-column joint structure RHS Column in which the web is welded to the side surface of the steel pipe column. 請求項１において、上記梁は、上記鋼管柱の側面に上下方向に沿って接合されたガセットプレートにボルト接合されたものである角形鋼管柱の柱梁接合構造。Oite to claim 1, the beam is beam-column joint structure RHS Column those that are bolted to a gusset plate that is joined along a vertical direction on the side face of the steel tube column.
JP2002285649A 2002-09-30 2002-09-30 Beam-to-column connection structure of square steel pipe column Expired - Fee Related JP3958176B2 (en)

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Publication number Priority date Publication date Assignee Title
CN111021534A (en) * 2019-12-17 2020-04-17 上海市机械施工集团有限公司 Construction method of steel structure beam column connecting joint

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Publication number Priority date Publication date Assignee Title
JP5306696B2 (en) * 2008-04-24 2013-10-02 日立機材株式会社 Side plate and column / beam joint structure
JP7009727B2 (en) * 2017-11-29 2022-01-26 株式会社竹中工務店 Reinforcement structure of steel beam and construction method of column-beam joint

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111021534A (en) * 2019-12-17 2020-04-17 上海市机械施工集团有限公司 Construction method of steel structure beam column connecting joint

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