JP2003155779A - Column and beam joint and h-steel for column - Google Patents

Column and beam joint and h-steel for column

Info

Publication number
JP2003155779A
JP2003155779A JP2002291937A JP2002291937A JP2003155779A JP 2003155779 A JP2003155779 A JP 2003155779A JP 2002291937 A JP2002291937 A JP 2002291937A JP 2002291937 A JP2002291937 A JP 2002291937A JP 2003155779 A JP2003155779 A JP 2003155779A
Authority
JP
Japan
Prior art keywords
steel
column
joint
flange
web
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.)
Pending
Application number
JP2002291937A
Other languages
Japanese (ja)
Inventor
Satoshi Kitaoka
聡 北岡
Etsuzo Kaneko
悦三 金子
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Nippon Steel Corp
Original Assignee
Sumitomo Metal Industries Ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Sumitomo Metal Industries Ltd filed Critical Sumitomo Metal Industries Ltd
Priority to JP2002291937A priority Critical patent/JP2003155779A/en
Publication of JP2003155779A publication Critical patent/JP2003155779A/en
Pending legal-status Critical Current

Links

Abstract

PROBLEM TO BE SOLVED: To provide a column and beam joint part capable of simplifying the structure of a joint part and having excellent workability and economical efficiency. SOLUTION: In this column and beam joint part, a steel beam 2 is welded in the stronger axial direction of the H-shaped steel constituting the column of a steel construction or steel framed reinforced concrete construction. The H-steel used has the relationship between the plate thickness t1 of a web and the plate thickness t2 of a flange: 1.1<=(t1 /t2 )<=2.0. In a joint panel which is a cross area of the column steel 1 formed by the H-steel and the steel beam 2, there is no reinforcing material such as horizontal stiffener in a position of the steel beam to which a beam flange is joined, a doubler plate in the joint panel or an oblique stiffener.

Description

【発明の詳細な説明】Detailed Description of the Invention

【0001】[0001]

【発明の属する技術分野】本願発明は、鉄骨造(S造)
や鉄骨鉄筋コンクリート造(SRC造)の柱梁接合部の
構造に関するものである。
TECHNICAL FIELD The present invention relates to a steel frame structure (S structure).
The present invention relates to the structure of a column-beam joint of a steel reinforced concrete structure (SRC structure).

【0002】[0002]

【従来の技術】鉄骨造または鉄骨鉄筋コンクリート造の
柱を構成する柱鋼材としてH形鋼を用いる場合におい
て、広く一般的に用いられている柱鉄骨と鉄骨梁の接合
構造を、図3(鉄骨造の場合)および図4(鉄骨鉄筋コ
ンクリート造の場合)に例示する。
2. Description of the Related Art When an H-shaped steel is used as a column steel material constituting a column of a steel frame structure or a steel frame reinforced concrete structure, a joint structure of a column steel frame and a steel frame beam which is widely and generally used is shown in FIG. Case) and FIG. 4 (in the case of steel-framed reinforced concrete construction).

【0003】従来、鉄骨造または鉄骨鉄筋コンクリート
造の柱を構成する柱鋼材としてH形鋼を用いる場合、柱
鉄骨1の強軸方向に鉄骨梁2を溶接してなる柱梁接合部
では、鉄骨梁2のフランジ2aから作用する応力に対し
て、柱鉄骨1のウェブ1bの局部耐力が不足することか
ら、鉄骨梁2から柱鉄骨1への応力伝達が十分に行われ
るように、鉄骨梁2のフランジ2aが接合される位置
に、水平スチフナー13を設けている。
Conventionally, when H-section steel is used as a column steel material constituting a column of a steel frame structure or a steel frame reinforced concrete structure, at a column-beam joint formed by welding a steel frame beam 2 in the strong axis direction of the column steel frame 1, a steel beam is used. Since the local proof stress of the web 1b of the column steel frame 1 is insufficient with respect to the stress acting from the flange 2a of No. 2, the steel beam 2 of the steel frame beam 2 is sufficiently transmitted from the steel frame beam 2 to the column steel frame 1 so as to be sufficiently transmitted. A horizontal stiffener 13 is provided at a position where the flange 2a is joined.

【0004】さらに、接合部パネルの早期降伏を許容し
ない設計とした場合には、鉄骨梁2から作用する曲げ応
力に対して、接合部パネルのせん断耐力が不足すること
から、接合部パネル(柱鉄骨1と鉄骨梁2との交差域)
にダブラープレート14や斜めスチフナー15等の補強
材を設けている。
Further, when the joint panel is designed not to allow early yielding, the shear strength of the joint panel against the bending stress acting from the steel beam 2 is insufficient. Intersection area between steel frame 1 and steel beam 2)
Further, reinforcing materials such as the doubler plate 14 and the diagonal stiffener 15 are provided.

【0005】[0005]

【非特許文献1】向井昭義,「H形断面柱と梁仕口設計
の要点」,建築技術No.464,平成2年1月1日、p.1
41−145
[Non-Patent Document 1] Akiyoshi Mukai, "Points of H-shaped cross-section column and beam joint design", Building Technology No. 464, January 1, 1990, p. 1
41-145

【非特許文献2】日本建築学会,「鋼構造設計基準」
(1970年制定,1973年改定),1995年12月10日,第21
刷,p.74−81
[Non-Patent Document 2] "Architectural Society of Japan", "Steel structure design standard"
(Established in 1970, revised in 1973), December 10, 1995, 21st
Printing, p. 74-81

【0006】[0006]

【発明が解決しようとする課題】鉄骨造や鉄骨鉄筋コン
クリート構造の柱を構成する柱鋼材としてH形鋼を用い
る場合、柱梁接合部は、上述のように、補強材の加工、
溶接施工に多くの手間を要し、製作コストが高くなる
他、構造的にも複雑となり、合理的な設計が難しくな
る。
When H-section steel is used as a column steel material constituting a column of a steel frame structure or a steel frame reinforced concrete structure, the beam-column joint is, as described above, processed by the reinforcement material,
Welding requires a lot of work, manufacturing costs are high, and the structure is complicated, making rational design difficult.

【0007】また、上記補強材の溶接施工は、溶接欠陥
や熱影響による母材の劣化といった柱梁接合部の耐力お
よび変形性能に深刻な影響を与える欠陥を発生させる可
能性が高い。このようなことから、スチフナーやダブラ
ープレート等の補強材がない柱梁接合部が望まれてい
る。
[0007] Further, the welding process of the above-mentioned reinforcing material is highly likely to cause defects such as welding defects and deterioration of the base material due to thermal influence, which seriously affect the yield strength and the deformability of the beam-column joint. For this reason, a beam-column joint without a reinforcing material such as a stiffener or a doubler plate is desired.

【0008】本願発明は上述のような従来技術における
課題の解決を図ったものであり、接合部の構造が大幅に
簡略化でき、施工性、経済性にも優れた柱梁接合部を提
供することを目的としている。
The present invention is intended to solve the above-mentioned problems in the prior art, and provides a beam-column joint which can greatly simplify the structure of the joint and is excellent in workability and economy. Is intended.

【0009】[0009]

【課題を解決するための手段】本願の請求項1に係る発
明は、鉄骨造の柱を構成するH形鋼の強軸方向に鉄骨梁
を溶接してなる柱梁接合部であって、柱を構成する前記
H形鋼としてウェブの板厚t1 とフランジの板厚t2
関係が、1.1≦(t1 /t2 )≦2.0であるH形鋼
を用い、かつ、鉄骨梁の梁フランジが接合される位置の
水平スチフナーがなく、接合部パネル内のダブラープレ
ートや斜めスチフナー等の補強材がないことを特徴とす
るものである。
The invention according to claim 1 of the present application is a column-beam joint formed by welding a steel beam in the strong axis direction of an H-shaped steel forming a steel frame column. As the H-section steel constituting the above-mentioned H-section steel, the relationship between the plate thickness t 1 of the web and the plate thickness t 2 of the flange is 1.1 ≦ (t 1 / t 2 ) ≦ 2.0, and It is characterized in that there is no horizontal stiffener at the position where the beam flange of the steel beam is joined, and there is no reinforcement such as a doubler plate or a diagonal stiffener in the joint panel.

【0010】また、本願の請求項2に係る発明は、鉄骨
鉄筋コンクリート造の柱を構成するH形鋼の強軸方向に
鉄骨梁を溶接してなる柱梁接合部であって、柱を構成す
る前記H形鋼としてウェブの板厚t1 とフランジの板厚
2 の関係が、1.1≦(t1 /t2 )≦2.0である
H形鋼を用い、かつ、鉄骨梁の梁フランジが接合される
位置の水平スチフナーがなく、接合部パネル内のダブラ
ープレートや斜めスチフナー等の補強材がないことを特
徴とするものである。
The invention according to claim 2 of the present application is a column-beam joint formed by welding a steel beam in the strong axis direction of the H-shaped steel constituting the column made of steel reinforced concrete, and forms the column. As the H-section steel, an H-section steel having a web thickness t 1 and a flange thickness t 2 of 1.1 ≦ (t 1 / t 2 ) ≦ 2.0 is used, and It is characterized in that there is no horizontal stiffener at the position where the beam flange is joined and there is no reinforcing material such as a doubler plate or a diagonal stiffener in the joint panel.

【0011】すなわち、接合部パネルについて、鉄骨梁
の梁フランジが接合される位置の水平スチフナーや、接
合部パネル内のダブラープレートや斜めスチフナー等の
補強材は設けないものとする。
That is, the joint panel is not provided with a horizontal stiffener at a position where the beam flange of the steel beam is joined, or a reinforcing material such as a doubler plate or a diagonal stiffener in the joint panel.

【0012】ここで、柱を構成するH形鋼の強軸方向に
鉄骨梁を溶接というのは、鉄骨梁の接合に用いられる従
来の接合構造を適用できることを意味しており、フラン
ジとウェブをともに溶接接合する場合(工場溶接の場合
は、通常、フランジを突合せ溶接し、ウェブを隅肉溶接
する)や、フランジを溶接接合し、ウェブを接合金物を
利用して接合する場合等も含まれる。
Here, the welding of the steel beam in the strong axis direction of the H-shaped steel forming the column means that the conventional joining structure used for joining the steel beams can be applied, and the flange and the web are joined together. This includes cases where both are welded together (in the case of factory welding, flanges are usually butt welded and webs are fillet welded), and flanges are welded together and the webs are joined using a metal fitting. .

【0013】本願の請求項3に係る柱用H形鋼は、上記
請求項1または2に係る柱梁接合部に用いるH形鋼を与
えるものであり、ウェブの板厚t1 とフランジの板厚t
2 の関係が、1.1≦(t1 /t2 )≦2.0であるこ
とを特徴とするものである。
The H-section steel for pillars according to claim 3 of the present application is to provide the H-section steel used for the column-beam joint according to claim 1 or 2, wherein the plate thickness t 1 of the web and the flange plate are used. Thickness t
The relationship of 2 is characterized in that 1.1 ≦ (t 1 / t 2 ) ≦ 2.0.

【0014】本発明において、柱に用いるH形鋼を、ウ
ェブの板厚t1 とフランジの板厚t2 の関係が、1.1
≦(t1 /t2 )≦2.0にあるH形鋼に限定した理由
を以下に示す。表1〜3は、現在、一般に広く使用され
ている圧延H形鋼の形状、およびそのウェブの板厚t1
とフランジの板厚t2 の関係を示したものである。
In the present invention, the relationship between the thickness t 1 of the web and the thickness t 2 of the flange of the H-section steel used for the column is 1.1.
The reason for limiting to H-section steel satisfying ≦ (t 1 / t 2 ) ≦ 2.0 is shown below. Tables 1 to 3 show the shapes of rolled H-section steels that are currently widely used and the plate thickness t 1 of the web.
And the plate thickness t 2 of the flange.

【0015】[0015]

【表1】 [Table 1]

【0016】[0016]

【表2】 [Table 2]

【0017】[0017]

【表3】 [Table 3]

【0018】表1の細幅系列や表2の中幅系列は、主に
曲げ応力を受ける梁等に用いられており、ウェブの板厚
1 とフランジの板厚t2 の比t1 /t2 は、0.54
〜0.72となっている。これは、フランジを厚くし、
ウェブを薄くすることで、曲げ剛性および曲げ耐力の対
重量率が良くなることに起因している。
The narrow width series of Table 1 and the medium width series of Table 2 are mainly used for beams and the like subjected to bending stress, and the ratio t 1 / of the web thickness t 1 and the flange thickness t 2 is used. t 2 is 0.54
It is about 0.72. This makes the flange thicker,
This is because the thinness of the web improves the bending rigidity and bending yield strength to weight ratio.

【0019】表3の広幅系列は、主に柱やブレース等に
用いられており、ウェブの板厚t1とフランジの板厚t
2 の比t1 /t2 が、0.61〜0.70にあるもの
と、ウェブとフランジが同厚のものとの2通りの形状が
ある。特に、ウェブとフランジが同厚のものは、材軸方
向に大きな圧縮力を受ける部材に適した断面となってい
る。
The wide series in Table 3 is mainly used for columns, braces, etc., and has a web thickness t 1 and a flange thickness t.
There are two shapes, the ratio t 1 / t 2 of 2 is 0.61 to 0.70 and the web and the flange have the same thickness. In particular, when the web and the flange have the same thickness, the cross section is suitable for a member that receives a large compressive force in the material axis direction.

【0020】いずれの場合においても、現状の圧延H形
鋼では、ウェブの板厚がフランジの板厚以下となってい
る。本発明は、柱を構成するH形鋼の強軸方向に鉄骨梁
を溶接してなる柱梁接合部について、構造の単純化の面
からその見直しを行い、柱に用いるH形鋼のウェブを厚
くすることで、水平スチフナーおよびダブラープレート
や斜めスチフナー等の接合部パネルの補強材を用いずに
柱梁接合部を構築することを目的としたものであり、こ
のためには、柱鉄骨のウェブの板厚t1 をどの程度とす
れば良いかが問題となる。
In any case, in the current rolled H-section steel, the web thickness is less than or equal to the flange thickness. The present invention has made a review of a beam-column joint formed by welding a steel beam in the strong axis direction of the H-section steel constituting a column from the viewpoint of simplifying the structure, and has made a web of H-section steel used for the column. By thickening, it is intended to build a beam-column joint without using horizontal stiffeners and reinforcements for joint panels such as doubler plates and diagonal stiffeners. The problem is how much the plate thickness t 1 should be.

【0021】そこで、鉄骨造建物の実施設計において、
柱鋼材として一般に広く採用されている圧延H形鋼の全
般を対象としてケーススタディーを行った。具体的に
は、表1に示す柱鉄骨(F値3.3tf/cm2 =32
4N/mm2 )と鉄骨梁(F値2.4tf/cm2 =2
35N/mm2 )の組合せについて、水平スチフナーを
省略し、かつ、接合部パネルのダブラープレートや斜め
スチフナー等の補強材を省略するために、柱鉄骨のウェ
ブに必要となる厚みTを算定しており、その結果を表4
に示す。
Therefore, in the detailed design of the steel frame building,
A case study was conducted for all rolled H-section steels that are widely adopted as column steel materials. Specifically, the column steel frame shown in Table 1 (F value 3.3 tf / cm 2 = 32
4N / mm 2 ) and steel beam (F value 2.4tf / cm 2 = 2
For the combination of 35 N / mm 2 ), the thickness T required for the pillar steel web was calculated in order to omit the horizontal stiffener and to omit the reinforcing materials such as the doubler plate and the diagonal stiffener of the joint panel. And the results are shown in Table 4.
Shown in.

【0022】[0022]

【表4】 [Table 4]

【0023】表4から明らかなように、柱鉄骨のウェブ
に必要となる厚みTは、いずれも柱鉄骨のウェブの実際
の板厚t1 を大きく上回っており、柱鉄骨として前記従
来の圧延H形鋼を用いて、柱梁接合部を無補強とした場
合には、梁が十分な耐力を発揮する以前に、柱梁接合部
の局部降伏もしくは接合部パネルのせん断降伏が起こ
り、地震時に梁から柱鉄骨への応力伝達が十分行われな
い。
As is clear from Table 4, the thickness T required for the column steel frame web is much larger than the actual plate thickness t 1 of the column steel frame web. When the beam-column joint is unreinforced by using shaped steel, local yielding of the beam-column joint or shear yielding of the joint panel occurs before the beam exhibits sufficient proof stress, and the The stress is not sufficiently transmitted from the column to the steel frame.

【0024】また、図5は、柱鉄骨に用いるH形鋼のフ
ランジの幅厚比B/t1 と、柱梁接合部において梁降伏
が保証されるのに必要な柱鉄骨のウェブの必要厚みTと
フランジの板厚t2 との比T/t2 との関係を示すグラ
フであるが、図5から明らかなように、梁のフランジが
十分な耐力を発揮するために柱鉄骨のウェブに必要とな
る厚みTは、圧延H形鋼の形状寸法によらず、フランジ
の板厚t2 との関係が概ね1.0≦T/t2 ≦2.0の
範囲にある。
Further, FIG. 5 shows the width / thickness ratio B / t 1 of the flange of the H-section steel used for the column steel and the required thickness of the web of the column steel required to guarantee the beam yield at the beam-column joint. 6 is a graph showing the relationship between T and the ratio T / t 2 of the plate thickness t 2 of the flange. As is clear from FIG. 5, the flange of the beam has sufficient strength to support the web of the column steel frame. The necessary thickness T has a relationship with the plate thickness t 2 of the flange within the range of 1.0 ≦ T / t 2 ≦ 2.0, regardless of the shape dimension of the rolled H-section steel.

【0025】上記解析は、鉄骨造の柱と梁からなる架構
の柱梁接合部について行ったものであるが、鉄骨鉄筋コ
ンクリート造の柱と梁からなる架構の柱梁接合部につい
ても、柱梁接合部における柱鉄骨と鉄骨梁間の応力伝達
性能の観点から、その柱鉄骨と鉄骨梁の接合部分に対
し、鉄骨造の柱と梁からなる架構の柱梁接合部と同等の
性能が要求される。
The above analysis was carried out on the beam-column joints of the frame composed of steel columns and beams. However, the beam-column joints of the frame composed of steel-framed reinforced concrete columns and beams are also connected. From the viewpoint of the stress transfer performance between the column steel frame and the steel beam in the section, it is required that the joint portion between the column steel frame and the steel beam has the same performance as that of the beam-column joint of the frame composed of the steel column and the beam.

【0026】上記解析の結果を踏まえ、かつ、架構を構
成する鋼材の形状寸法や実降伏点のばらつきを考慮すれ
ば、特に、柱鉄骨として用いるH形鋼のウェブの板厚t
1 とフランジの板厚t2 の比は、1.1以上とすべきで
あると考えられる。一方で、柱鉄骨として用いるH形鋼
のウェブの板厚t1 とフランジの板厚t2の比が2.0
以上となると、H形鋼自体の重量が大きくなりすぎるこ
とから、接合パネルに補強材がないことを特徴とする本
発明の柱梁接合部に用いる柱鉄骨としては不適当とな
る。
Based on the results of the above analysis and considering the variations in the shape and dimensions of the steel materials constituting the frame and the actual yield point, in particular, the plate thickness t of the H-section steel web used as the column steel frame.
It is considered that the ratio of 1 to the plate thickness t 2 of the flange should be 1.1 or more. On the other hand, the ratio of the plate thickness t 1 of the H-section steel web used as the column steel frame to the plate thickness t 2 of the flange is 2.0.
In the above case, since the weight of the H-section steel itself becomes too large, it is unsuitable as a column steel frame used for the column-beam joint of the present invention, which is characterized in that the joint panel has no reinforcing material.

【0027】[0027]

【発明の実施の形態】図1は、本願発明の一実施形態を
示したものであり、工場等に広く採用されている一方向
をブレース構造とし、他方向をラーメン構造とした鉄骨
構造建物における柱梁接合部を示している。
DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS FIG. 1 shows an embodiment of the present invention, which is widely used in factories and the like and has a brace structure in one direction and a rigid frame structure in another direction. The beam-column joint is shown.

【0028】図中の符号1は、H形鋼からなる柱鉄骨を
示し、この柱鉄骨1として、ウェブの板厚t1 とフラン
ジの板厚t2 の関係が、1.1≦(t1 /t2 )≦2.
0にあるH形鋼を用いている。この柱鉄骨1のフランジ
1aに対して、H形鋼からなる鉄骨梁2のフランジ2a
およびウェブ2bを溶接接合することにより、柱鉄骨1
と鉄骨梁2の接合構造を剛接合とし、柱鉄骨1の強軸方
向に、柱鉄骨1と鉄骨梁2からなるラーメン架構が構成
される。
Reference numeral 1 in the figure indicates a column steel frame made of H-shaped steel. As the column steel frame 1, the relationship between the plate thickness t 1 of the web and the plate thickness t 2 of the flange is 1.1 ≦ (t 1 / T 2 ) ≦ 2.
No. 0 H-section steel is used. With respect to the flange 1a of the column steel frame 1, the flange 2a of the steel beam 2 made of H-shaped steel
By welding and joining the web 2b, the column steel frame 1
A rigid joint is used as a joint structure between the steel beam 2 and the steel beam 2, and a rigid frame structure composed of the steel column 1 and the steel beam 2 is formed in the strong axis direction of the steel column 1.

【0029】一方、柱鉄骨1の弱軸方向には、ブレース
材を配することから、柱鉄骨1のウェブ1bにガセット
プレート7を溶接接合し、このガセットプレート7に対
して、H形鋼からなる鉄骨梁3のウェブ3bの部分だけ
をボルト16を用いて結合することにより、柱鉄骨1と
鉄骨梁3の接合構造をピン接合としている。
On the other hand, since the brace material is arranged in the weak axis direction of the pillar steel frame 1, the gusset plate 7 is welded to the web 1b of the pillar steel frame 1 and the gusset plate 7 is made of H-shaped steel. By joining only the web 3b of the steel beam 3 with bolts 16, the joint structure between the column steel frame 1 and the steel beam 3 is a pin joint.

【0030】上記柱鉄骨1と鉄骨梁2の接合構造におい
ては、柱鉄骨1のウェブ1bの板厚t1 が十分に大きい
ことから、柱鉄骨1と梁フランジ2bの接合位置には、
水平スチフナー等の補強材がない。また、柱鉄骨1のウ
ェブ1bの板厚t1 が十分に大きいことから、接合部パ
ネル(柱鉄骨1と鉄骨梁2との交差域)には、ダブラー
プレート、斜めスチフナー等の補強材がない。
In the joint structure of the column steel frame 1 and the steel beam 2, since the plate thickness t 1 of the web 1b of the column steel frame 1 is sufficiently large, the joint position of the column steel frame 1 and the beam flange 2b is
There are no reinforcements such as horizontal stiffeners. Further, since the thickness t 1 of the pillars Steel 1 web 1b is sufficiently large, the joint panel (intersection area between the pillars steel 1 and steel beams 2), doubler plate, no reinforcing material such as diagonal stiffeners .

【0031】図2は、本願発明の他の実施形態を例示す
るものであり、マンション等に広く採用されている、一
方向に鉄筋コンクリート造の耐震壁を配し、他方向をラ
ーメン構造とした鉄骨鉄筋コンクリート構造建物におけ
る柱梁接合部を示している。図中、符号4は、鉄骨鉄筋
コンクリート柱を示す。この鉄骨鉄筋コンクリート柱4
の柱鉄骨1として、ウェブの板厚t1 とフランジの板厚
2 の関係が、1.1≦(t1 /t2 )≦2.0にある
H形鋼を用いている。
FIG. 2 exemplifies another embodiment of the present invention, which is widely used in condominiums and the like, in which a reinforced concrete earthquake-resistant wall is arranged in one direction and a steel frame having a rigid frame structure in the other direction. The beam-column joint in a reinforced concrete structure building is shown. In the figure, reference numeral 4 indicates a steel reinforced concrete column. This steel frame reinforced concrete pillar 4
As a pillar steel 1, the relationship between the thickness t 2 of the sheet thickness t 1 and the flange of the web, and using H-shaped steel in 1.1 ≦ (t 1 / t 2 ) ≦ 2.0.

【0032】この柱鉄骨1のフランジ1aに対して、H
形鋼からなる鉄骨梁2のフランジ2aおよびウェブ2b
を溶接接合することによって、柱鉄骨1と鉄骨梁2の接
合構造を剛接合としている。一方、柱鉄骨1の弱軸方向
には、鉄筋コンクリート造の耐震壁を配することから、
柱鉄骨1のウェブ1bにガセットプレート7を溶接接合
し、このガセットプレート7に対して、H形鋼からなる
鉄骨梁3のウェブ3b部分だけをボルト16を用いて結
合することにより、柱鉄骨1と鉄骨梁3の接合構造をピ
ン接合としている。
For the flange 1a of the column steel frame 1, H
Flange 2a and web 2b of steel beam 2 made of shaped steel
The welding structure of the column steel frame 1 and the steel beam 2 is rigidly joined by welding. On the other hand, since a seismic wall made of reinforced concrete is arranged in the weak axis direction of the column steel frame 1,
The gusset plate 7 is welded to the web 1b of the pillar steel frame 1, and only the web 3b portion of the steel frame beam 3 made of H-shaped steel is joined to the gusset plate 7 with the bolts 16. The joint structure between the steel beam 3 and the steel beam 3 is a pin joint.

【0033】上記の状態から、柱鉄骨1および鉄骨梁
2、3の周囲には、主筋8、10を各々配し、また、主
筋8、10の周囲に、帯筋9およびあばら筋11を各々
配した後に、型枠を組んでコンクリート12を打設す
る。このコンクリート12が硬化して鉄骨鉄筋コンクリ
ート柱4および鉄骨鉄筋コンクリート梁5、6が形成さ
れ、柱鉄骨1の強軸方向に、鉄骨鉄筋コンクリート柱4
と鉄骨鉄筋コンクリート梁5からなるラーメン架構が、
また、柱鉄骨1の弱軸方向に、鉄骨鉄筋コンクリート柱
4と鉄骨鉄筋コンクリート梁6および鉄筋コンクリート
造の耐震壁からなる架構が構成される。
From the above state, the main reinforcements 8 and 10 are arranged around the column steel frame 1 and the steel beams 2 and 3, and the stirrup 9 and the stirrup 11 are provided around the main reinforcements 8 and 10, respectively. After arranging, a mold is assembled and concrete 12 is poured. The concrete 12 is hardened to form the steel-framed reinforced concrete columns 4 and the steel-framed reinforced concrete beams 5 and 6, and the steel-framed reinforced concrete columns 4 are arranged in the strong axis direction of the column steel frame 1.
And a frame structure consisting of steel-framed reinforced concrete beams 5,
Further, in the weak axis direction of the column steel frame 1, a frame structure composed of a steel frame reinforced concrete column 4, a steel frame reinforced concrete beam 6 and a reinforced concrete earthquake-resistant wall is configured.

【0034】上記鉄骨鉄筋コンクリート柱4と鉄骨鉄筋
コンクリート梁5の接合構造においては、図1に示した
鉄骨造建物における実施形態の場合と同様に、柱鉄骨1
のウェブ1bの板厚t1 が十分に大きいことから、柱鉄
骨1と梁フランジ2bの接合位置には、水平スチフナー
等の補強材がない。
In the joint structure of the steel-framed reinforced concrete columns 4 and the steel-framed reinforced concrete beams 5, as in the case of the embodiment of the steel-framed building shown in FIG.
Since the plate thickness t 1 of the web 1b is sufficiently large, there is no reinforcement such as a horizontal stiffener at the joining position of the column steel frame 1 and the beam flange 2b.

【0035】また、柱鉄骨1のウェブ1bの板厚t1
十分に大きいことから、接合部パネルには、ダブラープ
レート、斜めスチフナー等の補強材がない。加えて、上
記鉄骨鉄筋コンクリート柱4と梁5の接合構造において
は、強固な接合構造が得られ、応力伝達機構も明確であ
り、かつ、柱と梁の接合構造が簡略化されることから、
図示した実施形態では、柱梁接合部の内において、柱主
筋8を取り巻く帯筋9を省略し、さらに柱梁接合部の構
造を簡略化して、施工性を高めている。ただし、設計に
応じて、通常の場合と同様に、柱梁接合部内に柱帯筋を
配筋する場合もある。
Further, since the thickness t 1 of the pillars Steel 1 web 1b is large enough, the joint panel, doubler plate, no reinforcing material such as an oblique stiffener. In addition, in the joint structure of the steel frame reinforced concrete column 4 and the beam 5, a strong joint structure is obtained, the stress transmission mechanism is clear, and the joint structure of the column and the beam is simplified,
In the illustrated embodiment, in the beam-column joints, the strips 9 surrounding the column main bars 8 are omitted, and the structure of the beam-column joints is further simplified to improve workability. However, depending on the design, as in the usual case, there may be a case where the bar stirrup is arranged in the beam-column joint.

【0036】[0036]

【発明の効果】本願発明に係る柱梁接合部は、柱を構成
するH形鋼として、ウェブの板厚t1とフランジの板厚
2 の関係が、1.1≦(t1 /t2 )≦2.0である
H形鋼を用いることから、梁フランジが接合される位置
の水平スチフナーがなく、また、接合部パネルについ
て、ダブラープレートや斜めスチフナー等の補強材もな
い。
EFFECTS OF THE INVENTION In the beam-column joint portion according to the present invention, as the H-shaped steel forming the column, the relationship between the plate thickness t 1 of the web and the plate thickness t 2 of the flange is 1.1 ≦ (t 1 / t 2 ) Since the H-section steel with ≦ 2.0 is used, there is no horizontal stiffener at the position where the beam flange is joined, and there is no reinforcing material such as a doubler plate or a diagonal stiffener for the joint panel.

【0037】すなわち、本願発明に係る柱梁接合部で
は、別途補強することなく、十分な剛性、耐力を有する
ことから、材料費、施工費を含めたコストを削減するこ
とができる。また、本願発明の柱梁接合部には、水平ス
チフナー等の補強材がなく、その溶接施工がないことか
ら、溶接欠陥や熱影響による母材の劣化といった柱梁接
合部の耐力および変形性能に深刻な影響を与える欠陥を
回避することができる。また、柱を鉄骨鉄筋コンクリー
ト造とする場合においては、スチフナー等の補強材がな
いことから配筋作業が容易となる。
That is, since the beam-column joint according to the present invention has sufficient rigidity and proof strength without additional reinforcement, costs including material cost and construction cost can be reduced. Further, the beam-column joint of the present invention does not have a reinforcing material such as a horizontal stiffener and the welding work is not performed, so that the beam-column joint's proof strength and deformation performance such as deterioration of the base material due to welding defects and heat influences Defects with serious consequences can be avoided. Further, when the columns are made of steel-framed reinforced concrete, there is no reinforcing material such as stiffeners, which facilitates the reinforcement work.

【0038】加えて、柱鉄骨に用いるH形鋼を、ウェブ
の板厚t1 とフランジの板厚t2 との関係が、(t1
2 )≦2.0にあるH形鋼であることから、上記効果
を維持しつつ、鋼材重量およびコストの増大を抑えるこ
とができ、架構全体としての経済性を確保することがで
きる。
In addition, in the H-section steel used for the column steel frame, the relationship between the plate thickness t 1 of the web and the plate thickness t 2 of the flange is (t 1 /
Since it is an H-shaped steel satisfying t 2 ) ≦ 2.0, it is possible to suppress an increase in the weight and cost of the steel material while maintaining the above effects, and to ensure the economical efficiency of the entire frame.

【図面の簡単な説明】[Brief description of drawings]

【図1】本願発明の一実施形態として、一方向にブレー
ス材を配し、他方向をラーメン構造とした鉄骨構造建物
における柱梁接合部を示す水平断面図である。
FIG. 1 is a horizontal cross-sectional view showing a beam-column joint in a steel frame structure building in which a brace member is arranged in one direction and a ramen structure is formed in the other direction as one embodiment of the present invention.

【図2】本願発明の他の実施形態として、一方向に鉄筋
コンクリート造の耐震壁を配し、他方向をラーメン構造
とした鉄骨鉄筋コンクリート構造建物における柱梁接合
部を示す水平断面図である。
FIG. 2 is a horizontal cross-sectional view showing a beam-column joint in a steel-framed reinforced concrete structure building in which a reinforced concrete earthquake-resistant wall is arranged in one direction and a rigid frame structure is formed in the other direction as another embodiment of the present invention.

【図3】従来構造の一般的な例として、一方向にブレー
ス材を配し、他方向をラーメン構造とした鉄骨構造建物
における柱梁接合部を例示したものであり、(a) は水平
断面図、(b) は立面図である。
[FIG. 3] As a general example of a conventional structure, a beam-column joint in a steel structure building in which a brace material is arranged in one direction and a ramen structure in the other direction is illustrated, and (a) is a horizontal section. Figure, (b) is an elevation view.

【図4】従来構造の一般的な例として、一方向に鉄筋コ
ンクリート造の耐震壁を配し、他方向をラーメン構造と
した鉄骨鉄筋コンクリート構造建物における柱梁接合部
を例示したものであり、(a) は水平断面図、(b) は立面
図である。
[FIG. 4] As a general example of a conventional structure, a column-beam joint in a steel-framed reinforced concrete structure building in which a reinforced concrete earthquake-resistant wall is arranged in one direction and a rigid frame structure is formed in the other direction, ) Is a horizontal sectional view, and (b) is an elevation view.

【図5】柱鉄骨に用いるH形鋼のフランジの幅厚比B/
1 と、柱梁接合部において梁降伏が保証されるのに必
要な柱鉄骨のウェブの必要厚みTとフランジの板厚t2
との比T/t2 との関係を示すグラフである。
[Fig. 5] Width / thickness ratio B / of flange of H-section steel used for column steel frame
t 1 and the required thickness T of the web of the column steel frame and the plate thickness t 2 of the flange required to guarantee the beam yield at the beam-column joint.
3 is a graph showing the relationship between the ratio and the ratio T / t 2 .

【符号の説明】[Explanation of symbols]

1…柱鉄骨、1a…フランジ、1b…ウェブ、2…強軸
側鉄骨梁、2a…フランジ、2b…ウェブ、3…弱軸側
鉄骨梁、3a…フランジ、3b…ウェブ、4…鉄骨鉄筋
コンクリート柱、5…強軸側鉄骨鉄筋コンクリート梁、
6…弱軸側鉄骨鉄筋コンクリート梁、7…ガセットプレ
ート、8…主筋(柱)、9…帯筋、10…主筋(梁)、
11…あばら筋12…コンクリート、13…水平スチフ
ナー、14…ダブラープレート、15…斜めスチフナ
ー、16…ボルト
1 ... Column steel frame, 1a ... Flange, 1b ... Web, 2 ... Strong axis side steel beam, 2a ... Flange, 2b ... Web, 3 ... Weak axis side steel beam, 3a ... Flange, 3b ... Web, 4 ... Steel frame reinforced concrete column 5 ... Strong shaft side reinforced concrete beam,
6 ... weak axis side steel frame reinforced concrete beam, 7 ... gusset plate, 8 ... main bar (column), 9 ... band bar, 10 ... main bar (beam),
11 ... Stirrup 12 ... Concrete, 13 ... Horizontal stiffener, 14 ... Doubler plate, 15 ... Diagonal stiffener, 16 ... Bolt

───────────────────────────────────────────────────── フロントページの続き (51)Int.Cl.7 識別記号 FI テーマコート゛(参考) E04C 3/32 E04C 3/32 Fターム(参考) 2E125 AA04 AA14 AB01 AB12 AC04 AC14 AG03 AG12 AG20 AG32 AG57 BB02 BB22 BD01 BE02 BF01 CA06 EA01 2E163 FA02 FA12 FB02 FB43 ─────────────────────────────────────────────────── ─── Continued Front Page (51) Int.Cl. 7 Identification Code FI Theme Coat (Reference) E04C 3/32 E04C 3/32 F Term (Reference) 2E125 AA04 AA14 AB01 AB12 AC04 AC14 AG03 AG12 AG20 AG32 AG57 BB02 BB22 BD01 BE02 BF01 CA06 EA01 2E163 FA02 FA12 FB02 FB43

Claims (3)

【特許請求の範囲】[Claims] 【請求項1】 鉄骨造の柱を構成するH形鋼の強軸方向
に鉄骨梁を溶接してなる柱梁接合部であって、柱を構成
する前記H形鋼としてウェブの板厚t1 とフランジの板
厚t2 の関係が、1.1≦(t1 /t2 )≦2.0であ
るH形鋼を用い、かつ、鉄骨梁の梁フランジが接合され
る位置の水平スチフナーがなく、接合部パネル内のダブ
ラープレートや斜めスチフナー等の補強材がないことを
特徴とする柱梁接合部。
1. A column-beam joint formed by welding a steel beam in the strong axis direction of an H-shaped steel constituting a steel-made column, wherein the web thickness t 1 of the H-shaped steel constituting the column is And the plate thickness t 2 of the flange is 1.1 ≦ (t 1 / t 2 ) ≦ 2.0, the horizontal stiffener at the position where the beam flange of the steel beam is joined is used. Without, there is no reinforcement such as doubler plates or diagonal stiffeners in the joint panel, a beam-column joint.
【請求項2】 鉄骨鉄筋コンクリート造の柱を構成する
H形鋼の強軸方向に鉄骨梁を溶接してなる柱梁接合部で
あって、柱を構成する前記H形鋼としてウェブの板厚t
1 とフランジの板厚t2 の関係が、1.1≦(t1 /t
2 )≦2.0であるH形鋼を用い、かつ、鉄骨梁の梁フ
ランジが接合される位置の水平スチフナーがなく、接合
部パネル内のダブラープレートや斜めスチフナー等の補
強材がないことを特徴とする柱梁接合部。
2. A column-beam joint formed by welding a steel frame beam in the strong axis direction of an H-shaped steel forming a steel reinforced concrete column, wherein the web thickness t is the H-shaped steel forming the column.
The relationship between 1 and the flange plate thickness t 2 is 1.1 ≦ (t 1 / t
2 ) Use H-section steel with ≤ 2.0, and do not have horizontal stiffeners at the positions where the beam flanges of steel beams are joined, and that there are no reinforcements such as doubler plates or diagonal stiffeners in the joint panel. A characteristic beam-column joint.
【請求項3】 ウェブの板厚t1 とフランジの板厚t2
の関係が、1.1≦(t1 /t2 )≦2.0であること
を特徴とする請求項1または2記載の柱梁接合部に用い
る柱用H形鋼。
3. A web thickness t 1 and a flange thickness t 2
The relationship of 1.1 ≦ (t 1 / t 2 ) ≦ 2.0 is satisfied, and the H-shaped steel for columns used for a column-beam joint according to claim 1 or 2.
JP2002291937A 2002-10-04 2002-10-04 Column and beam joint and h-steel for column Pending JP2003155779A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2002291937A JP2003155779A (en) 2002-10-04 2002-10-04 Column and beam joint and h-steel for column

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2002291937A JP2003155779A (en) 2002-10-04 2002-10-04 Column and beam joint and h-steel for column

Related Parent Applications (1)

Application Number Title Priority Date Filing Date
JP2000024030A Division JP3389910B2 (en) 2000-02-01 2000-02-01 Beam-column joint

Publications (1)

Publication Number Publication Date
JP2003155779A true JP2003155779A (en) 2003-05-30

Family

ID=19197173

Family Applications (1)

Application Number Title Priority Date Filing Date
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Country Status (1)

Country Link
JP (1) JP2003155779A (en)

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103437425A (en) * 2013-08-27 2013-12-11 陕西建科兴业钢结构有限公司 Connecting joint of prefabricated hollow steel-reinforced concrete column and steel beam and construction method
CN104563303A (en) * 2015-01-13 2015-04-29 沈阳建筑大学 Connecting joint for buckling-restrained brace and concrete frame beam
CN105332428A (en) * 2015-11-26 2016-02-17 沈阳建筑大学 Steel angle plate-type anchoring connection joint for buckling-restrained brace and concrete beam column
CN105332427A (en) * 2015-11-26 2016-02-17 沈阳建筑大学 T-shaped steel plate-type anchoring connection joint for buckling-restrained brace and concrete beam column
CN105780935A (en) * 2016-05-09 2016-07-20 福建工程学院 Prefabricated assembling type steel pipe restrained energy-dissipation connection node and construction method

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS4857904U (en) * 1971-10-30 1973-07-24
JPH04371622A (en) * 1991-06-20 1992-12-24 Shimizu Corp Junction structure of post and beam in steel-frame-and-reinforced concrete construction
JPH05272172A (en) * 1992-03-25 1993-10-19 Kawasaki Steel Corp Scallop formation method in h steel welding junction
JPH09144205A (en) * 1995-11-21 1997-06-03 Nkk Corp Building h-shaped steel beam
JP2000054560A (en) * 1998-08-05 2000-02-22 Nippon Steel Corp H-steel

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS4857904U (en) * 1971-10-30 1973-07-24
JPH04371622A (en) * 1991-06-20 1992-12-24 Shimizu Corp Junction structure of post and beam in steel-frame-and-reinforced concrete construction
JPH05272172A (en) * 1992-03-25 1993-10-19 Kawasaki Steel Corp Scallop formation method in h steel welding junction
JPH09144205A (en) * 1995-11-21 1997-06-03 Nkk Corp Building h-shaped steel beam
JP2000054560A (en) * 1998-08-05 2000-02-22 Nippon Steel Corp H-steel

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103437425A (en) * 2013-08-27 2013-12-11 陕西建科兴业钢结构有限公司 Connecting joint of prefabricated hollow steel-reinforced concrete column and steel beam and construction method
CN104563303A (en) * 2015-01-13 2015-04-29 沈阳建筑大学 Connecting joint for buckling-restrained brace and concrete frame beam
CN105332428A (en) * 2015-11-26 2016-02-17 沈阳建筑大学 Steel angle plate-type anchoring connection joint for buckling-restrained brace and concrete beam column
CN105332427A (en) * 2015-11-26 2016-02-17 沈阳建筑大学 T-shaped steel plate-type anchoring connection joint for buckling-restrained brace and concrete beam column
CN105780935A (en) * 2016-05-09 2016-07-20 福建工程学院 Prefabricated assembling type steel pipe restrained energy-dissipation connection node and construction method
CN105780935B (en) * 2016-05-09 2018-12-21 福建工程学院 Prefabricated assembled steel tube confinement energy consumption connecting node and construction method

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