JP2000234383A - Column-beam junction and h-steel for column - Google Patents
Column-beam junction and h-steel for columnInfo
- Publication number
- JP2000234383A JP2000234383A JP11359071A JP35907199A JP2000234383A JP 2000234383 A JP2000234383 A JP 2000234383A JP 11359071 A JP11359071 A JP 11359071A JP 35907199 A JP35907199 A JP 35907199A JP 2000234383 A JP2000234383 A JP 2000234383A
- Authority
- JP
- Japan
- Prior art keywords
- column
- steel
- web
- thickness
- flange
- 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.)
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Abstract
Description
【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、およびそれに使用する柱用Ｈ形鋼に関するもので
ある。特に、事務所ビル、ショッピングセンター、倉
庫、工場等のスパンの大きい中低層建築物の構築に適し
ている。TECHNICAL FIELD The present invention relates to a steel structure (S structure)
The present invention relates to a structure of a beam-column joint of steel and reinforced concrete (SRC) and an H-section steel for a column used therefor. In particular, it is suitable for construction of large and low-rise buildings such as office buildings, shopping centers, warehouses, factories, and the like.
【０００２】[0002]
【従来の技術】従来の鉄骨造や鉄骨鉄筋コンクリート造
において、柱に用いられる鋼材としてはＨ形鋼が一般的
であり、その他、角形鋼管、丸鋼管等が用いられてい
る。角形鋼管や丸鋼管は、鉄骨梁との関係では強軸、弱
軸がなく、どの方向に対しても同様な接合が可能である
反面、閉断面の部材であるため、内ダイアフラムまたは
外ダイアフラムを設けるなど、接合構造が複雑となり、
接合作業が難しくなる。2. Description of the Related Art In conventional steel structures and steel-framed reinforced concrete structures, H-shaped steel is generally used as a steel material for columns, and in addition, square steel pipes, round steel pipes, and the like are used. Square steel pipes and round steel pipes do not have a strong axis or a weak axis in relation to steel beams, and similar joints are possible in any direction, but because they are members with a closed cross section, the inner diaphragm or the outer diaphragm must be Such as installation, the joining structure becomes complicated,
The joining work becomes difficult.
【０００３】これに対しＨ形鋼は開断面であるため、比
較的接合作業が容易であるが、強軸、弱軸があるため、
特に弱軸方向における接合構造が問題となる。柱鋼材と
して、Ｈ形鋼を用いる場合の柱梁接合部の接合形式とし
ては、ブラケットとしての端部Ｈ形鋼を工場で溶接し、
現場でスプライスプレートを用いて高力ボルト摩擦接合
により中間の梁鉄骨を接合するブラケットタイプ、端部
Ｈ形鋼を用いない現場溶接タイプ、接合金物としてスプ
リットティーを用い、高力ボルト接合を行うスプリット
ティータイプなどがある。[0003] On the other hand, the H-section steel has an open cross section, so joining work is relatively easy.
Particularly, the joining structure in the weak axis direction becomes a problem. When the H-section steel is used as the column steel material, the joint type of the beam-column joint is to weld the end H-section steel as a bracket at a factory,
Bracket type that joins the intermediate beam steel by high-strength bolt friction welding using a splice plate at the site, on-site welding type that does not use end H-section steel, split that performs high-strength bolt joining using split tees as joining hardware There are tea types.
【０００４】図４は、最も一般的な接合形式であるブラ
ケットタイプでの柱梁接合部の一例を示したものであ
る。従来、このような鉄骨造や鉄骨鉄筋コンクリート造
に用いられるＨ形鋼１１は、ウェブ１１ｂの厚みが、フ
ランジ１１ａの厚み以下となっている。これは、Ｈ形鋼
１１の曲げ耐力や曲げ剛性等の断面性能を考えた場合、
フランジ１１ａを厚くした方が重量効率が良いためであ
る。FIG. 4 shows an example of a column-to-column joint of a bracket type, which is the most common type of joint. Conventionally, the thickness of the web 11b of the H-section steel 11 used for such steel structures and steel-frame reinforced concrete structures is less than the thickness of the flange 11a. This is because, considering the cross-sectional performance of the H-section steel 11 such as bending strength and bending rigidity,
This is because the weight efficiency is better when the flange 11a is made thicker.
【０００５】一方、ラーメン構造の鉄骨造や鉄骨鉄筋コ
ンクリート造の柱に、Ｈ形鋼１１を単材で用いた場合の
柱梁接合部では、この図４に示すように、強軸側鉄骨梁
の端部Ｈ形鋼１２のフランジ１２ａおよびウェブ１２ｂ
は柱のＨ形鋼フランジ１１ａに直接接合されているが、
弱軸側鉄骨梁の端部Ｈ形鋼１３のフランジ１３ａは柱Ｈ
形鋼フランジ１１ａと柱Ｈ形鋼ウェブ１１ｂの両方に溶
接接合されている。On the other hand, in the column-beam joint where the H-section steel 11 is used as a single material for a steel frame or a steel reinforced concrete column having a rigid frame structure, as shown in FIG. Flange 12a and web 12b of end H-beam 12
Is directly joined to the H-shaped steel flange 11a of the column,
The flange 13a of the end H-section steel 13 of the weak axis side steel beam is a column H
It is welded to both the section steel flange 11a and the column H section steel web 11b.
【０００６】この場合、弱軸側鉄骨梁の端部Ｈ形鋼１３
のフランジ１３ａはテーパー等の形状となるため、溶接
組立Ｈ形鋼を用いている。In this case, the end portion H-shaped steel 13 of the steel beam on the weak axis side is used.
Since the flange 13a has a shape such as a taper, a welded H-shaped steel is used.
【０００７】[0007]
【発明が解決しようとする課題】柱鋼材としてＨ形鋼を
用いた上記従来の柱梁接合部では、弱軸側鉄骨梁の端部
Ｈ形鋼が組立Ｈ形鋼になることと、そのフランジが柱に
用いたＨ形鋼のフランジとウェブの両方に溶接接合され
ることから、柱梁接合部について加工や溶接の手間が多
くかかるという欠点がある。In the above-mentioned conventional beam-column joint using an H-section steel as a column steel material, the end H-section of the weak axis side steel beam becomes an assembled H-section steel and its flange. Is welded to both the flange and the web of the H-section steel used for the column, so that there is a drawback in that the column-beam joint requires much processing and welding.
【０００８】このことは、ブラケットタイプに限らず、
現場溶接タイプでも同様であり、柱梁接合部に補剛材や
接合金物等を必要とすることで、接合作業に手間がかか
る他、構造的にも複雑となり合理的な設計が難しくな
る。本願発明は上述のような従来技術における課題を解
決し、接合部の構造が大幅に簡略化でき、施工が容易
で、力学的にも明解で信頼性の高い柱梁接合部の構造お
よびその柱梁接合部に用いられる柱用Ｈ形鋼を提供する
ことを目的としたものである。[0008] This is not limited to the bracket type,
The same applies to the field welding type, which requires a stiffener or a joint metal at a beam-to-column joint, so that the joining operation is troublesome, and the structure is complicated, and a rational design is difficult. The present invention solves the problems in the prior art as described above, the structure of the joint can be greatly simplified, the construction is easy, and the structure of the beam-to-column joint having high mechanical clarity and reliability and its column It is an object of the present invention to provide an H-shaped steel for a pillar used in a beam joint.
【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、鉄骨造または鉄骨鉄筋コンクリート造の柱を構成
するＨ形鋼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、弱軸側の鉄骨梁の端部を
この柱鋼材としてのＨ形鋼のウェブに直接接合してある
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 beam-to-column joint formed by welding a steel beam to an H-shaped steel constituting a steel frame or a steel reinforced concrete column. The relationship between the thickness t 1 of the web and the thickness t 2 of the flange is 1.1 ≦ (t 1 / t 2 ).
An H-shaped steel with ≦ 2.0 is used, and the end of the steel beam on the weak axis side is directly joined to the web of the H-shaped steel as the column steel material.
【００１０】ここで、柱鋼材としてのＨ形鋼のウェブに
直接接合というのは、従来、強軸側の鉄骨梁について適
用されている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、フランジを突合わせ溶接し、ウェ
ブをすみ肉溶接する）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 direct joining to the web of the H-section steel as the column steel means that the joining structure conventionally applied to the steel beam on the strong axis side can be applied. Includes cases where both are welded together (in the case of factory welding, the flanges are usually butt-welded and the web is fillet welded), and the flanges are welded and joined, and the web is joined using metal joints. It is.
【００１１】この場合、弱軸側の鉄骨梁もその端部を、
柱鋼材としてのＨ形鋼のウェブのみに対して接合すれば
よいので、組立Ｈ形鋼に比べ、安価で性能も安定してい
る圧延Ｈ形鋼を用いることができる。本願の請求項２に
係る柱用Ｈ形鋼は、上記請求項１に係る柱梁接合部を形
成するためのＨ形鋼を規定したものであり、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ものである。In this case, the end of the steel beam on the weak axis side is also
Since it is sufficient to join only the web of the H-section steel as the column steel material, it is possible to use a rolled H-section steel which is inexpensive and has stable performance as compared with the assembled H-section steel. The column H-section steel according to claim 2 of the present application defines the H-section steel for forming the beam-column joint according to claim 1, and includes a web thickness t 1 and a flange thickness. The relation of t 2 is 1.1 ≦ (t 1
/ T 2 ) ≦ 2.0.
【００１２】以下に、柱鋼材としてのＨ形鋼のウェブの
板厚ｔ1 とフランジの板厚ｔ2 の関係を、１．１≦（ｔ
1 ／ｔ2 ）≦２．０に限定した理由を述べる。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、
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。The relationship between the thickness t 1 of the web of the H-section steel as the column steel and the thickness t 2 of the flange is as follows: 1.1 ≦ (t
1 / t 2 ) ≦ 2.0. Tables 1-3
At present, the shape of the rolled H-section steel, which is generally widely used,
The relationship between the thickness t 1 of the web and the thickness t 2 of the flange is shown.
【００１３】[0013]
【表１】 [Table 1]
【００１４】[0014]
【表２】 [Table 2]
【００１５】[0015]
【表３】 [Table 3]
【００１６】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などに用いられており、ウェブ厚
（ｔ1 ）／フランジ厚（ｔ2 ）の比は、０．５４〜０．
７２となっている。これは、フランジを厚くし、ウェブ
を薄くすると、曲げ剛性や曲げ耐力の対重量効率が良く
なることに起因している。The narrow series in Table 1 and the medium series in Table 2 are mainly used for beams subjected to bending stress, and the ratio of web thickness (t 1 ) / flange thickness (t 2 ) is 0. .54-0.
72. This is attributable to the fact that when the flange is made thicker and the web is made thinner, the bending stiffness and the bending strength become more efficient with respect to weight.
【００１７】表３の広幅系列については、主に柱やブレ
ースなどに用いられており、ウェブ厚（ｔ1 ）／フラン
ジ厚（ｔ2 ）の比は、０．６１〜０．７０のものと、フ
ランジとウェブが同厚のものとの２通りの形状がある。
特に、ウェブが厚いタイプは、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 shown in Table 3 are mainly used for columns and braces, and the ratio of the web thickness (t 1 ) / flange thickness (t 2 ) is 0.61 to 0.70. , Flanges and webs of the same thickness.
In particular, the type in which the web is thick has a cross section suitable for a member that receives a large compressive force in the axial direction of the material.
【００１８】いずれの場合についても、現状の圧延Ｈ形
鋼ではウェブはフランジ以下の厚みとなっている。本願
発明は、柱鉄骨にＨ形鋼を用いた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
形鋼のウェブ厚を厚くすることで、弱軸側の鉄骨梁の端
部を、柱のＨ形鋼のウェブに直接接合することとしたも
のであり、そのためにはウェブの厚さをどの程度とすれ
ばよいかが問題となる。In any case, in the current rolled H-section steel, the web has a thickness equal to or less than the flange. The present invention relates to a column-beam joint using an H-section steel for a column steel frame.
In order to simplify the structure, we reexamine it and use H
By increasing the web thickness of the section steel, the end of the steel beam on the weak axis side is directly joined to the web of the H-section steel of the column. The question is, what should be done?
【００１９】そこで、図３に示す柱梁接合部部分モデル
を対象に解析によるケーススタディを行った。このモデ
ルは、柱が鉄骨鉄筋コンクリート造、梁が鉄骨造の中層
建物の部分架構を抽出したもので、ケーススタディで
は、特に大地震時の柱鉄骨（柱Ｈ形鋼１）と梁鉄骨（弱
軸側鉄骨梁３）の応力伝達について検討した。なお、部
分架構の方向は、柱のＨ形鋼にとって弱軸側となってい
る。Therefore, a case study by analysis was performed on the column-beam joint partial model shown in FIG. This model extracts a partial frame of a middle-rise building with columns made of steel-framed reinforced concrete and beams made of steel. In the case study, column steel (column H-shaped steel 1) and beam steel (weak axis) were used especially in a large earthquake. The stress transmission of the side steel beam 3) was examined. The direction of the partial frame is on the weak axis side of the column H-beam.
【００２０】具体的には、梁鉄骨および柱鉄骨につい
て、種々の寸法を想定し、さらに柱のウェブ厚（ｔ1 ）
／フランジ厚（ｔ2 ）の比について、従来のウェブ厚が
フランジ厚以下のものと、ウェブ厚がフランジ厚より厚
くなる場合について解析を行った。解析結果をまとめた
ものが、表４である。Specifically, various dimensions are assumed for the beam steel and the column steel, and the web thickness (t 1 ) of the column is further assumed.
With respect to the ratio of / flange thickness (t 2 ), analysis was performed for a conventional web having a thickness equal to or less than the flange thickness and a case where the web thickness was greater than the flange thickness. Table 4 summarizes the analysis results.
【００２１】[0021]
【表４】 [Table 4]
【００２２】表４に示されるように、柱のＨ形鋼のウェ
ブが薄い場合には、柱の曲げ降伏に達する前に、梁フラ
ンジが接合されている部分の柱ウェブが局部降伏するこ
ととなり、ウェブが厚い場合は、柱が曲げ降伏するま
で、柱ウェブは局部降伏しない。As shown in Table 4, when the H-section steel web of the column is thin, the column web at the portion where the beam flange is joined yields locally before reaching the bending yield of the column. If the web is thick, the column web will not yield locally until the column yields.
【００２３】柱ウェブの局部降伏が先行する場合は、梁
鉄骨から柱鉄骨への応力伝達が不十分となり、この架構
が大地震時に、その耐力を十分発揮できないこととな
る。このようなことから、柱のＨ形鋼のウェブ厚は、フ
ランジ厚の１．１倍以上が好ましい。また、ウェブ厚の
上限については、鋼材の重量、コスト面からフランジ厚
の２．０倍程度以内が適当であり、それ以上、厚くして
もメリットはほとんどないものと考えられる。When local yielding of the column web precedes, stress transmission from the beam steel to the column steel becomes insufficient, and the frame cannot exert its strength sufficiently in the event of a large earthquake. For this reason, the web thickness of the column H-section steel is preferably 1.1 times or more the flange thickness. Further, the upper limit of the web thickness is suitably within about 2.0 times the flange thickness from the viewpoint of the weight and cost of the steel material, and it is considered that there is almost no merit even if the thickness is larger than that.
【００２４】[0024]
【発明の実施の形態】図１および図２は、本願発明に係
る柱梁接合部および柱用Ｈ形鋼の一実施形態として、鉄
骨鉄筋コンクリート造の柱と鉄骨梁からなるラーメン構
造における柱梁接合部を示したものである。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS FIGS. 1 and 2 show an embodiment of a beam-column joint and an H-beam for a pillar according to the present invention, in a rigid frame structure composed of a steel reinforced concrete column and a steel beam. It shows a part.
【００２５】鉄骨鉄筋コンクリート柱４の柱鉄骨１に
は、ウェブ１ｂがフランジ１ａより厚い圧延Ｈ形鋼を用
いている。この柱４に対して、強軸側鉄骨梁２と弱軸側
鉄骨梁３が取り付いて柱梁接合部が形成されている。な
お、鉄骨鉄筋コンクリート柱４のコンクリート部分につ
いては、図示を省略し、２点鎖線で外郭を示している。For the column steel frame 1 of the steel frame reinforced concrete column 4, a rolled H-section steel whose web 1b is thicker than the flange 1a is used. The column 4 is joined with the strong axis side steel beam 2 and the weak axis side steel beam 3 to form a beam-column joint. The concrete portion of the steel-framed reinforced concrete column 4 is not shown, and the outline is indicated by a two-dot chain line.
【００２６】本願発明では、柱ウェブ１ｂが厚いことを
利用して、強軸側鉄骨梁２と同様に、弱軸側鉄骨梁３に
ついても、フランジ３ａ、ウェブ３ｂをともに、柱ウェ
ブ１ｂに直接溶接接合している。この場合、弱軸側梁３
ａと柱フランジ１ａを溶接接合する必要がなく、また弱
軸側梁３にも圧延Ｈ形鋼を用いることが可能となる。In the present invention, by utilizing the thickness of the column web 1b, the flange 3a and the web 3b of both the weak axis steel beam 3 and the weak axis steel beam 3 are directly connected to the column web 1b. Welded. In this case, the weak axis side beam 3
a and the column flange 1a need not be welded and joined, and the rolled H-section steel can be used also for the weak axis side beam 3.
【００２７】また、この柱梁接合部（パネルゾーン）に
おける接合構造が簡略化され、かつ強固な接合構造が得
られ、応力の流れも明確であることから、図示した例で
は、この柱梁接合部について、柱主筋５を取り巻く柱フ
ープ筋６を省略することで、さらに柱梁接合部の構造を
簡略化し、施工性を高めている。ただし、設計によって
は、必要に応じ、通常の場合と同様に、柱梁接合部にも
柱フープ筋を配筋することになる。In addition, since the joint structure at the column-beam joint (panel zone) is simplified, a strong joint structure is obtained, and the flow of stress is clear, the column-beam joint is used in the illustrated example. By omitting the column hoop bar 6 surrounding the column main bar 5, the structure of the beam-column joint is further simplified and the workability is enhanced. However, depending on the design, if necessary, a column hoop reinforcing bar may be arranged at the beam-column joint as in the normal case.
【００２８】なお、図示した例では、柱鉄骨１のＨ形鋼
の断面寸法として、Ｈ−３００×３００×２２×１９
（規格：ＳＮ４９０Ｂ、Ｃ）、強軸側、弱軸側の鉄骨梁
２，３のＨ形鋼の断面寸法として、Ｈ−６００×２００
×１１×１７を想定している。In the illustrated example, the cross-sectional dimension of the H-section steel of the column steel frame 1 is H-300 × 300 × 22 × 19.
(Standard: SN490B, C), as the cross-sectional dimensions of the H-beams of the steel beams 2 and 3 on the strong axis side and the weak axis side, H-600 × 200
× 11 × 17 is assumed.
【００２９】[0029]
【発明の効果】本願発明に係る柱梁接合部あるいは柱用
Ｈ形鋼によれば、柱用Ｈ形鋼のウェブ厚をフランジ厚の
１．１倍以上としているため、Ｈ形鋼柱の弱軸側に鉄骨
梁を取り付ける場合において、梁フランジに生じる圧縮
および引張力に対し、柱用Ｈ形鋼のウェブの面外曲げ耐
力のみで抵抗でき、梁フランジを柱ウェブに直接接合す
ることが可能となる。According to the column-beam joint or the H-section steel for the column according to the present invention, the web thickness of the H-section steel for the column is 1.1 times or more of the flange thickness. When mounting a steel beam on the shaft side, the out-of-plane bending strength of the H-section steel web can be used to resist the compression and tensile forces generated in the beam flange, and the beam flange can be directly joined to the column web. Becomes
【００３０】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、接合部パネルのせん断降伏
や柱の曲げ降伏に先行して、弱軸側の梁フランジの柱ウ
ェブへの接合部分が局部破壊するといったことが回避さ
れ、鋼材断面の効率的な利用が可能となる。That is, in the beam-column joint according to the present invention, the joint portion of the beam flange on the weak axis side to the column web is preceded by the shear yield of the joint panel and the bending yield of the column without additional reinforcement. Is prevented from being locally destroyed, and the steel material cross section can be used efficiently.
【００３１】また、柱用Ｈ形鋼のウェブ厚をフランジ厚
の２．０倍以下とすることで、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、柱梁
接合部全体としての経済性を確保することができる。柱
用Ｈ形鋼の弱軸側に梁鉄骨が直接取り付く構造であるた
め、従来、溶接組み立てＨ形鋼が用いられていた弱軸側
の鉄骨梁に圧延Ｈ形鋼等を利用することができ、従来の
構造に比べて、加工、溶接の手間が大幅に軽減される。By setting the web thickness of the column H-section steel to 2.0 times or less of the flange thickness, the above-mentioned effect can be maintained.
The increase in steel material weight and cost can be suppressed, and the economic efficiency of the entire column-beam joint can be ensured. Since the beam steel structure is directly attached to the weak axis side of the column H-shaped steel, a rolled H-shaped steel or the like can be used for the steel beam on the weak axis side where welding-assembled H-shaped steel was conventionally used. In addition, as compared with the conventional structure, processing and welding time are greatly reduced.
【図１】本願発明に係る柱梁接合部および柱用Ｈ形鋼の
一実施形態を示す斜視図である。FIG. 1 is a perspective view showing an embodiment of a beam-column joint and a column H-beam according to the present invention.
【図２】図１に対応する柱梁接合部の水平断面図であ
る。FIG. 2 is a horizontal sectional view of a beam-column joint corresponding to FIG.
【図３】柱用Ｈ形鋼のウェブ厚さ等に関するケーススタ
ディのための柱梁接合部部分モデルの図である。FIG. 3 is a diagram of a beam-column joint part model for a case study on the web thickness and the like of a column H-beam.
【図４】従来の柱鉄骨としてＨ形鋼を用いた柱梁接合部
の一例（ブラケットタイプ）を示す斜視図である。FIG. 4 is a perspective view showing an example (a bracket type) of a beam-column joint using an H-section steel as a conventional column steel frame.
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…柱主筋、６…柱フープ筋DESCRIPTION OF SYMBOLS 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: pillar main bar, 6: pillar hoop bar
Claims (2)
柱を構成するＨ形鋼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、弱軸側の鉄骨梁の
端部を前記Ｈ形鋼のウェブに直接接合してあることを特
徴とする柱梁接合部。1. A beam-to-column joint formed by welding a steel beam to an H-beam forming a steel frame or a steel reinforced concrete column, wherein a web thickness t 1 is used as the H-beam forming the column. And the thickness t 2 of the flange is 1.1 ≦ (t 1 /
t 2 ) A beam-to-column joint, wherein an end of a steel beam on the weak axis side is directly joined to a web of the H-section steel using an H-section steel satisfying ≦ 2.0.
の関係が、１．１≦（ｔ1 ／ｔ2 ）≦２．０であること
を特徴とする柱用Ｈ形鋼。2. The thickness t 1 of the web and the thickness t 2 of the flange.
Is a relation of 1.1 ≦ (t 1 / t 2 ) ≦ 2.0.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP35907199A JP3346359B2 (en) | 1998-12-18 | 1999-12-17 | Beam-to-column joints and H-section steel for columns |
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10-360395 | 1998-12-18 | ||
| JP36039598 | 1998-12-18 | ||
| JP35907199A JP3346359B2 (en) | 1998-12-18 | 1999-12-17 | Beam-to-column joints and H-section steel for columns |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2000234383A true JP2000234383A (en) | 2000-08-29 |
| JP3346359B2 JP3346359B2 (en) | 2002-11-18 |
Family
ID=26580894
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP35907199A Expired - Fee Related JP3346359B2 (en) | 1998-12-18 | 1999-12-17 | Beam-to-column joints and H-section steel for columns |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3346359B2 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107587606A (en) * | 2017-09-25 | 2018-01-16 | 上海建工五建集团有限公司 | High performance concrete chain type combining structure |
| CN110106979A (en) * | 2019-05-20 | 2019-08-09 | 江南大学 | A kind of half prefabricated profile steel concrete column-girder with rolled steel section en cased in concrete node unit |
-
1999
- 1999-12-17 JP JP35907199A patent/JP3346359B2/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107587606A (en) * | 2017-09-25 | 2018-01-16 | 上海建工五建集团有限公司 | High performance concrete chain type combining structure |
| CN110106979A (en) * | 2019-05-20 | 2019-08-09 | 江南大学 | A kind of half prefabricated profile steel concrete column-girder with rolled steel section en cased in concrete node unit |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3346359B2 (en) | 2002-11-18 |
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