JP2002173978A - Joint structure of steel pipe column and steel beam - Google Patents

Joint structure of steel pipe column and steel beam

Info

Publication number
JP2002173978A
JP2002173978A JP2000373364A JP2000373364A JP2002173978A JP 2002173978 A JP2002173978 A JP 2002173978A JP 2000373364 A JP2000373364 A JP 2000373364A JP 2000373364 A JP2000373364 A JP 2000373364A JP 2002173978 A JP2002173978 A JP 2002173978A
Authority
JP
Japan
Prior art keywords
column
steel
divided
diaphragm
diaphragms
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
Application number
JP2000373364A
Other languages
Japanese (ja)
Other versions
JP3605756B2 (en
Inventor
Ryuichi Matsuo
Kazuaki Mitsunari
Takeyuki Ochi
Masaru Tanaka
和昭 光成
隆一 松尾
勝 田中
建之 越智
Original Assignee
Arai Gumi Ltd
株式会社新井組
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 Arai Gumi Ltd, 株式会社新井組 filed Critical Arai Gumi Ltd
Priority to JP2000373364A priority Critical patent/JP3605756B2/en
Publication of JP2002173978A publication Critical patent/JP2002173978A/en
Application granted granted Critical
Publication of JP3605756B2 publication Critical patent/JP3605756B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

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Abstract

PROBLEM TO BE SOLVED: To improve the earthquake resistance of a split type outer diaphragm in joint structure of a steel pipe column and steel beams having the form of the split type outer diaphragm welded to the steel pipe column. SOLUTION: A vertical pair of split outer diaphragms 22, 22 for jointing four steel beams 3, etc., to a rectangular steel pipe column 1 are respectively divided in four split diaphragms 23, etc., and the respective split diaphragms 23, etc., are extended in a range of about 90 deg. in a circumferential direction including two side faces of the outer periphery of a column face 1a of the rectangular steel pipe column 1 and fillet-welded. A vertical stiffener 30 is inserted in a slit formed between the split face parts of the split diaphragms 23, 23 and fillet-welded to the column face 1a of the steel pipe column 1 and the split diaphragms 23, 23. The end part of a flange part 3b of each steel beam 3 is jointed to the tip parts of the adjacent split diaphragms 23, 23, and a web part 3b of the steel beam 3 is jointed to the end face of the vertical stiffener 30.

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】本発明は鋼管柱と鉄骨梁の接
合構造に関し、詳しくはビル構築物や各種構造物におけ
る角形鋼管柱や円形鋼管柱の柱面に溶接した外ダイアフ
ラムと鉄骨梁とを溶接や高力ボルト等により接合してな
る鋼管柱と鉄骨梁の接合構造に関するものである。
BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a joint structure between a steel pipe column and a steel beam, and more particularly, to a steel beam and an outer diaphragm welded to a square steel pipe column or a circular steel column in a building or various structures. The present invention relates to a joint structure between a steel pipe column and a steel beam, which are joined by a high-strength bolt or the like.
【0002】[0002]
【従来の技術】ビル構築物や各種構造物等の鉄骨建造物
における角形鋼管柱や円形鋼管柱(以下、鋼管柱と称す
る)と鉄骨梁の接合方法としては、鋼管柱と鉄骨梁フラ
ンジ部とを連結するダイアフラムが柱を横断しかつ柱の
外側に所定長だけ突出した通しダイアフラム方式と、ダ
イアフラムが柱を貫通しない外ダイアフラム方式が知ら
れている。前者の通しダイアフラム方式は、ダイアフラ
ムの外側突出長が比較的短くてすむので、工場から現場
への輸送がしやすく、施工上もダイアフラムが邪魔にな
らないなどの利点を有するが、ダイアフラムを柱に貫通
させるために柱を一旦切断してダイアフラムを入れた
後、再び柱の小口端を溶接しなければならないという煩
わしさがある上、柱の最も応力的に厳しい個所に溶接部
が位置する関係で、溶接や構造設計に厳しい条件が求め
られる。
2. Description of the Related Art In a steel structure such as a building structure or various structures, a method of joining a rectangular steel pipe column or a circular steel pipe column (hereinafter referred to as a steel pipe column) to a steel beam is performed by using a steel pipe column and a steel beam flange. There are known a through-diaphragm system in which a connecting diaphragm traverses a column and projects a predetermined length outside the column, and an outer diaphragm system in which the diaphragm does not penetrate the column. The former through-diaphragm method has the advantage that the outside projection length of the diaphragm is relatively short, so that it can be easily transported from the factory to the site, and the diaphragm does not hinder the construction, but the diaphragm penetrates the pillar. In order to make the column once cut and put the diaphragm in order to make it difficult to have to weld the small end of the column again, because the welded part is located at the most stressful place of the column, Strict conditions are required for welding and structural design.
【0003】一方、後者の外ダイアフラム方式は、ダイ
アフラムの外側突出長が通しダイアフラム方式よりも長
くなる関係で、工場から現場への輸送性に難点があり、
施工上もダイアフラムが邪魔になるという問題はある
が、柱を切断せずにダイアフラムを柱面に溶接すればよ
いので、柱の強度維持が容易であり、耐震性とコスト的
有利性のために広く採用される傾向にある。
On the other hand, the latter outer diaphragm type has a problem in transportability from a factory to a site because the outside projection length of the diaphragm is longer than that of the through diaphragm type.
Although there is a problem that the diaphragm becomes a hindrance in construction, it is only necessary to weld the diaphragm to the column surface without cutting the column, so it is easy to maintain the strength of the column, and for earthquake resistance and cost advantage It tends to be widely adopted.
【0004】この外ダイアフラム方式は、例えば角形鋼
管柱の場合を例に説明すると、図10(A)に示すよう
に角形鋼管柱1の周りのダイアフラム2を一枚物ダイア
フラムで構成し、ダイアフラム2中央に形成した挿入孔
2aに柱1を通す一枚ダイアフラムタイプと、ダイアフ
ラム2を小片4枚で構成して隣接する小片相互を角形鋼
管柱1の角部近傍の溶接部W(図10(A)中に点線で示
す)で溶接する分割ダイアフラムタイプとがある。いず
れのタイプでも、図10(B)に示すように、通常は上
下ダイアフラム2が鉛直スチフナー4で溶接連結される
とともに、この鉛直スチフナー4が角形鋼管柱1の柱面
1aに垂直に溶接されてダイアフラム2が補強される。
そしてH形鋼の鉄骨梁3のフランジ部3bとダイアフラ
ム2、および、梁ウェブ部3aと鉛直スチフナー4と
が、連結板5とボルト6にてそれぞれ連結される。
In this outer diaphragm system, for example, a case of a square steel pipe column will be described as an example. As shown in FIG. 10 (A), a diaphragm 2 around a square steel pipe column 1 is constituted by a single-piece diaphragm. The single-diaphragm type in which the column 1 is passed through the insertion hole 2a formed in the center, and the diaphragm 2 composed of four small pieces, and the adjacent small pieces are welded to each other at a welded portion W (FIG. 10A ), There is a divided diaphragm type welded with a dotted line). In either type, as shown in FIG. 10B, the upper and lower diaphragms 2 are usually welded and connected by a vertical stiffener 4, and the vertical stiffener 4 is vertically welded to the column surface 1 a of the rectangular steel tube column 1. The diaphragm 2 is reinforced.
The flange 3b and the diaphragm 2 of the H-shaped steel beam 3 and the diaphragm 2 and the beam web 3a and the vertical stiffener 4 are connected by a connecting plate 5 and a bolt 6, respectively.
【0005】[0005]
【発明が解決しようとする課題】従来のダイアフラム方
式では、図10(B)のように鉄骨梁3に上下方向の曲
げモーメントMが作用した場合に、この曲げモーメント
Mがダイアフラム2を介して柱面に対して引張力あるい
は圧縮力として作用し、分割外ダイアフラム方式では、
ダイアフラム2を小片4枚よりなる分割ダイアフラムで
構成して隣接する小片相互を角形鋼管柱1における角部
近傍の応力集中部の溶接部Wで溶接しているため、溶接
熱影響等により強度および靭性が低下することが確認さ
れている。また、ダイアフラム2と角形鋼管柱1との溶
接は、角形鋼管柱1の角部で行われることにより、分割
ダイアフラム同士の溶接と角形鋼管柱1および分割ダイ
アフラムの溶接とが重なることにより、さらに強度およ
び靭性が低下し、この応力集中部で破断することがあ
る。
In the conventional diaphragm system, when a vertical bending moment M acts on the steel beam 3 as shown in FIG. 10B, the bending moment M is applied to the column through the diaphragm 2. Acts as a tensile or compressive force on the surface.
Since the diaphragm 2 is composed of a divided diaphragm composed of four small pieces and the adjacent small pieces are welded to each other at the welded portion W at the stress concentration portion near the corner in the rectangular steel tubular column 1, strength and toughness are affected by welding heat and the like. Has been confirmed to decrease. Further, the welding between the diaphragm 2 and the rectangular steel pipe column 1 is performed at the corners of the rectangular steel pipe column 1, so that the welding between the divided diaphragms and the welding between the rectangular steel pipe column 1 and the divided diaphragm overlap, thereby further increasing the strength. In addition, the toughness may be reduced, and the fracture may occur at the stress concentration portion.
【0006】そこで、本発明の目的は、ダイアフラムの
応力集中部に溶接することを止めることにより、強度お
よび靭性を確保し、施工性の高い分割型外ダイアフラム
形式の鋼管柱と鉄骨梁の接合構造を提供することにあ
る。
Accordingly, an object of the present invention is to stop welding at a stress concentration portion of a diaphragm to secure strength and toughness, and to provide a joint structure between a steel pipe column and a steel beam column of a split type outer diaphragm type having high workability. Is to provide.
【0007】[0007]
【課題を解決するための手段】本発明は上記目的を達成
するため、鋼管柱の柱面に直交させて溶接された分割型
外ダイアフラム形式の鋼管柱と鉄骨梁の接合構造におい
て、鋼管柱の柱面に直交するダイアフラムが、前記柱面
に接合される鉄骨梁の位置で分割された分割ダイアフラ
ムで構成され、分割ダイアフラムが前記柱面から延在し
て隣接する柱面に溶接され、この分割ダイアフラムの先
端部に1本の鉄骨梁のフランジ部を接合したことを特徴
とする(請求項1の発明)。
SUMMARY OF THE INVENTION In order to achieve the above object, the present invention provides a joint structure between a steel pipe column and a steel beam of a split outer diaphragm type welded perpendicular to the column surface of the steel pipe column. A diaphragm orthogonal to the column surface is constituted by a divided diaphragm divided at a position of a steel beam joined to the column surface, and the divided diaphragm is extended from the column surface and welded to an adjacent column surface, and this division is performed. The flange of one steel beam is joined to the tip of the diaphragm (the invention of claim 1).
【0008】このように、1本の鉄骨梁を接合するダイ
アフラムを2分割した2枚の分割ダイアフラムは、その
各々の先端部で1本の鉄骨梁のフランジ端部の半分ずつ
に接合される。鉄骨梁の上下方向の曲げモーメントは各
分割ダイアフラムに水平方向の圧縮力あるいは引張力と
して作用するが、この圧縮力あるいは引張力は鋼管柱の
フランジ面(前面)の鋼管間壁の面外抵抗力と鋼管ウェ
ブ面(側面)に取り付けられるダイアフラムの引張りあ
るいは圧縮抵抗力により負担される。そして、応力集中
部に溶接部が存在しないので、フランジの耐震性が向上
する。
[0008] As described above, the two divided diaphragms obtained by dividing the diaphragm that joins one steel beam into two are joined to the respective flange ends of the one steel beam at half ends at their respective tips. The vertical bending moment of the steel beam acts as a compressive or tensile force in the horizontal direction on each of the divided diaphragms. The compressive or tensile force is the out-of-plane resistance of the steel pipe wall on the flange surface (front surface) of the steel pipe column. And the diaphragm attached to the steel pipe web surface (side surface). And since there is no welding part in a stress concentration part, the seismic resistance of a flange improves.
【0009】また、本発明においては、上記一対の分割
ダイアフラムにおける鋼管柱の柱面と直交する方向の分
割面部分を、一定のスリット間隔で分離対向させたこと
を特徴とする(請求項2の発明)。
Further, in the present invention, the pair of divided diaphragms are characterized in that divided surface portions of the pair of divided diaphragms in the direction orthogonal to the column surfaces of the steel pipe columns are separated and opposed at a fixed slit interval. invention).
【0010】このように、一対の分割ダイアフラムの分
割面部分を一定のスリット間隔で対向させると、このス
リット間隔に鉄骨梁のウェブ部を連結する連結板や鉛直
スチフナー等を挿入することが可能となって、鉄骨梁の
より多様な接合形態が選択できる。
As described above, when the divided surfaces of the pair of divided diaphragms are opposed to each other at a fixed slit interval, it is possible to insert a connecting plate or a vertical stiffener for connecting the web portion of the steel beam into the slit interval. As a result, it is possible to select various connection forms of the steel beam.
【0011】また、本発明においては、上記のスリット
には、鉄骨梁のウェブの応力を伝達するための鉛直スチ
フナーを挿入して、分割ダイアフラムと鋼管柱とに隅肉
溶接したことを特徴とする(請求項3の発明)。
In the present invention, a vertical stiffener for transmitting the stress of the web of the steel beam is inserted into the slit, and fillet welding is performed on the divided diaphragm and the steel pipe column. (Invention of claim 3).
【0012】このように、一対の分割ダイアフラムの分
割面部分を一定のスリット間隔で対向させ、このスリッ
ト間隔に鉄骨梁のウェブを連結する鉛直スチフナーを挿
入して、分割ダイアフラムと鋼管柱とに隅肉溶接するこ
とにより、鉛直スチフナーによる応力伝達も期待でき
る。この場合、鉄骨梁から作用する圧縮力あるいは引張
力は鋼管柱のウェブ面に伝達されるため、分割ダイアフ
ラムのスリット部に接合された鉛直スチフナーのスカー
ラップ部の応力集中が緩和され、破断の起点となること
が少ない。また、分割ダイアフラムと鋼管柱の隅肉溶接
部において、伝達される圧縮力あるいは引張力に応じ
て、必要な隅肉溶接の脚長を設計することができるた
め、適切な設計が可能である。鉄骨梁の曲げあるいはせ
ん断に対する耐震性が向上する。
As described above, the divided surfaces of the pair of divided diaphragms are opposed to each other at a fixed slit interval, and a vertical stiffener for connecting the web of the steel beam is inserted into the slit interval to form a corner between the divided diaphragm and the steel pipe column. By performing meat welding, it is also possible to expect stress transmission by a vertical stiffener. In this case, since the compressive or tensile force acting from the steel beam is transmitted to the web surface of the steel pipe column, stress concentration on the scar wrap portion of the vertical stiffener joined to the slit portion of the divided diaphragm is relaxed, and the starting point of the fracture Is less likely. In addition, in the fillet weld between the divided diaphragm and the steel pipe column, the necessary leg length of the fillet weld can be designed according to the transmitted compressive force or tensile force, so that an appropriate design is possible. The seismic resistance against bending or shearing of steel beams is improved.
【0013】さらに、本発明においては、上記鋼管柱が
角形鋼管柱であり、角形鋼管柱の任意の1柱面に直交す
る外ダイアフラムが、前記1柱面に接合される鉄骨梁の
位置で2分割された分割ダイアフラムで構成され、各分
割ダイアフラムが前記1柱面からこの1柱面の隣りの柱
面に対して延在して各柱面に溶接され、この分割ダイア
フラムの先端部に鉄骨梁のフランジを接合したことを特
徴とする(請求項4の発明)。
Further, in the present invention, the steel pipe column is a rectangular steel pipe column, and an outer diaphragm orthogonal to any one of the rectangular steel pipe columns is located at a position of a steel beam joined to the one column surface. Each of the divided diaphragms extends from the one column surface to the column surface adjacent to the one column surface and is welded to each column surface, and a steel beam is attached to a tip end of the divided diaphragm. (The invention of claim 4).
【0014】このように、1本の鉄骨梁を接合するダイ
アフラムを2分割した2枚の分割ダイアフラムは、その
各々の先端部で1本の鉄骨梁のフランジ端部の半分ずつ
に接合される。鉄骨梁の上下方向の曲げは各分割ダイア
フラムに水平方向の圧縮力あるいは引張力として作用す
るが、この圧縮力あるいは引張力は角形鋼管柱のフラン
ジ面(前面)の鋼管間壁の面外抵抗力と鋼管ウェブ面
(側面)に取り付けられるダイアフラムの圧縮抵抗力あ
るいは引張抵抗力により負担され、応力集中部である鋼
管角部に溶接部が存在しないので、曲げおよび剪断に対
する耐震性が向上する。
[0014] As described above, the two divided diaphragms obtained by dividing the diaphragm for joining one steel beam into two are joined at their respective tips to half of the flange end of one steel beam. The vertical bending of a steel beam acts as a horizontal compressive or tensile force on each of the divided diaphragms. The compressive or tensile force is the out-of-plane resistance of the steel pipe wall on the flange surface (front surface) of the rectangular steel pipe column. And the diaphragm attached to the steel pipe web surface (side surface) is borne by the compression resistance or the tensile resistance, and the welded portion does not exist at the steel pipe corner, which is the stress concentration part, so that the earthquake resistance against bending and shearing is improved.
【0015】本発明においては、上記鋼管柱の隣接する
2柱面のコーナー部を除くあるいはコーナー部を含めて
柱面に2枚の各分割ダイアフラムを隅肉溶接したことを
特徴とする(請求項5の発明)。つまり、伝達応力が小
さい場合、上記角形鋼管柱の隣接する2柱面のコーナー
部を除く柱面に2枚の各分割スチフナーを隅肉溶接し、
伝達応力が大きい場合、上記角形鋼管柱の隣接する2柱
面に2枚の各分割スチフナーを隅肉溶接する。
The present invention is characterized in that each of the two divided diaphragms is fillet-welded to the column surface excluding the corners of the two adjacent column surfaces of the steel pipe column or including the corners. 5 invention). That is, when the transmission stress is small, the two divided stiffeners are fillet-welded to the column surface except for the corners of the two adjacent column surfaces of the rectangular steel pipe column,
When the transmission stress is large, two divided stiffeners are fillet welded to two adjacent column surfaces of the rectangular steel tubular column.
【0016】このように、伝達応力に応じて、また、角
形鋼管柱の材料特性に応じて、角形鋼管柱と分割ダイア
フラムの隅肉溶接を行うことにより、経済的、合理的設
計が可能になり、必要な耐震性が確保できる。
As described above, by performing the fillet welding between the rectangular steel pipe column and the divided diaphragm according to the transmission stress and the material characteristics of the rectangular steel pipe column, economical and rational design becomes possible. The required earthquake resistance can be secured.
【0017】さらにまた、本発明においては、上記角形
鋼管柱の任意の1柱面に取り付けられる2枚の分割ダイ
アフラムと、前記1柱面に隣接する別の1柱面に取り付
けられる2枚の分割ダイアフラムの内、隣接する2柱面
のコーナー部側に在って相互に隣接する2つの分割ダイ
アフラムが一体製作された1枚の分割ダイアフラムであ
ることを特徴とする(請求項6の発明)。つまり、角形
鋼管柱の隣接する2柱面に2本の鉄骨梁を同一高さで接
合する場合において、隣接する2柱面のコーナ部に取り
付けられる2枚の分割ダイアフラムを別体とするのでは
なく、初めから一体化しておくものである。
Further, in the present invention, two divided diaphragms attached to one arbitrary column surface of the rectangular steel pipe column and two divided diaphragms attached to another one column surface adjacent to the one column surface are provided. Of the diaphragms, two divided diaphragms which are located on the corner portion side of two adjacent pillar surfaces and are adjacent to each other are one divided diaphragm integrally manufactured (the invention of claim 6). In other words, in the case where two steel beams are joined at the same height to two adjacent pillar surfaces of a rectangular steel tubular column, two divided diaphragms attached to the corner portions of the adjacent two pillar surfaces are not separate bodies. Instead, they are integrated from the beginning.
【0018】このように、一体化された分割ダイアフラ
ムを採用することにより、分割ダイアフラムの数を低減
することができる。
As described above, the number of the divided diaphragms can be reduced by employing the integrated divided diaphragm.
【0019】さらに本発明は 上記鋼管柱が円形鋼管柱
であることを特徴とする(請求項7の発明)。
Further, the present invention is characterized in that the steel pipe column is a circular steel pipe column (claim 7).
【0020】このように、円形鋼管柱と鉄骨梁との接合
構造においても、角形鋼管柱と鉄骨梁の接合構造と同様
に応力集中部に溶接部が存在しないので、鉄骨梁の曲げ
に対する耐震性が向上する。
As described above, even in the joint structure between the circular steel tube column and the steel beam, the welded portion does not exist at the stress concentrated portion, similarly to the joint structure between the square steel tube column and the steel beam, and therefore, the seismic resistance against bending of the steel beam. Is improved.
【0021】さらにまた本発明は、上記接合構造がトラ
ス構造であることを特徴とする(請求項8の発明)。
Furthermore, the present invention is characterized in that the joint structure is a truss structure (the invention of claim 8).
【0022】このようなトラス構造においても、角形鋼
管柱や円形鋼管柱と鉄骨梁の接合構造と同様に、ロッド
を通して継手板に作用する応力集中部に溶接部が存在し
ないので、耐震性を向上できる。
[0022] In such a truss structure as well, as in the case of the joint structure between a square steel tubular column or a circular steel tubular column and a steel beam, there is no welded portion at the stress concentration portion acting on the joint plate through the rod, so that the earthquake resistance is improved. it can.
【0023】[0023]
【発明の実施の形態】以下、本発明の各種の実施形態に
ついて、図1ないし図9を参照して説明する。
DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Various embodiments of the present invention will be described below with reference to FIGS.
【0024】図1(A),(B)に示される第1の具体
的実施形態の角形鋼管柱と鉄骨梁の接合構造は、1本の
角形鋼管柱1に4本の鉄骨梁3,…を直交状に接合する
具体的構造を示し、角形鋼管柱1に溶接されて4本の鉄
骨梁3,…を接合する上下一対の分割型外ダイアフラム
(以下、ダイアフラムと称する)22,22を特徴とす
る。図2(A)(B)は、ダイアフラム22,22の形
状を理解容易なように、ダイアフラム22を一部分解し
て示す。上下一対のダイアフラム22,22は、同一形
状で、各ダイアフラム22,22は角形鋼管柱1の柱面
1aと直交する水平鋼板で、ある柱面1aの外周方向で
幅方向の約1/2とその柱面1aに隣接する柱面1aの
幅方向の約1/2の範囲に亘って取り付けられる4枚の
分割ダイアフラム23,…で構成され、角形鋼管柱1の
各柱面1aごとに左右一対の各分割ダイアフラム23,
…の先端部で各1本の鉄骨梁3のフランジ部3bの端部
が溶接で、あるいは、後述するように高力ボルト等の別
部材を介して接合される。
1 (A) and 1 (B) show a joint structure of a rectangular steel tube column and a steel beam according to the first specific embodiment. One steel tube column 1 has four steel beams 3,. The structure shown in FIG. 1 is a specific structure for joining the four steel beams 3,... Joined to the rectangular steel tubular column 1 and joining the four steel beams 3,. And FIGS. 2A and 2B show the diaphragm 22 in a partially exploded manner so that the shapes of the diaphragms 22 and 22 can be easily understood. The pair of upper and lower diaphragms 22 and 22 have the same shape, and each of the diaphragms 22 and 22 is a horizontal steel plate orthogonal to the columnar surface 1a of the square steel tubular column 1, and has a width of about 2 in the outer circumferential direction of the columnar surface 1a. Each of the columnar surfaces 1a is composed of four divided diaphragms 23,... Attached over a range of about 1/2 of the width of the columnar surface 1a adjacent to the columnar surface 1a. Each of the divided diaphragms 23,
The ends of the flange portions 3b of each of the steel beams 3 are joined to each other by welding or via another member such as a high-strength bolt as described later.
【0025】前記4枚の各分割ダイアフラム23,…
は、角形鋼管柱1の柱面1aの外周方向左右に等分割さ
れた線対称の略蝶々形状で、ある柱面1aの幅方向の略
中心から隣接する柱面1aの略中心までの外周方向約9
0度の範囲に延在し嵌着される略L字形の取付座部23
a,23aと、この取付座部23a,23aから直交す
る鉄骨梁3,…の方向に延在する梁接合部23b,23
bとを有する。これらの分割ダイアフラム23,…は、
その取付座部23a,23aを柱面1aに隅肉溶接され
る。なお、隅肉溶接はI形隅肉溶接でも、K形隅肉溶接
でもよく、これらの形態に限定されない。
The four divided diaphragms 23,...
Is a generally butterfly-shaped line-symmetrical, equally divided left and right in the outer peripheral direction of the columnar surface 1a of the rectangular steel tube column 1, and the outer peripheral direction from the approximate center in the width direction of a certain columnar surface 1a to the approximate center of the adjacent columnar surface 1a. About 9
A substantially L-shaped mounting seat 23 which is extended and fitted in a range of 0 degrees.
a, 23a and beam joints 23b, 23 extending from the mounting seats 23a, 23a in the directions of the steel beams 3, orthogonal to each other.
b. These divided diaphragms 23,.
The mounting seats 23a, 23a are fillet welded to the columnar surface 1a. The fillet welding may be I-type fillet welding or K-type fillet welding, and is not limited to these forms.
【0026】以上のように、4枚の分割ダイアフラム2
3,…を角形鋼管柱1に同一高さで水平に溶接したと
き、隣り合う2枚の分割ダイアフラム23,23の互い
に対向する分割面部分23c,23cの間に所定のスリ
ット間隔gを形成して、各分割23,23同士を直接に
は溶接接合しない。
As described above, the four divided diaphragms 2
Are horizontally welded to the square steel tube column 1 at the same height, a predetermined slit interval g is formed between the opposing divided surface portions 23c, 23c of the two adjacent divided diaphragms 23, 23. Therefore, the divisions 23 are not directly welded to each other.
【0027】前記分割ダイアフラム23,23間に形成
されたスリットには、そのスリット間隔gに略等しい厚
さの鉛直スチフナー30を挿入して、その角形鋼管柱1
側端面を角形鋼管柱1の柱面1aに隅肉溶接するととも
に、その上下端部を分割ダイアフラム23,23に隅肉
溶接する。
A vertical stiffener 30 having a thickness substantially equal to the slit interval g is inserted into the slit formed between the divided diaphragms 23, 23 so that the square steel tube column 1 is formed.
The side end face is fillet welded to the column face 1a of the square steel tubular column 1, and the upper and lower ends thereof are fillet welded to the divided diaphragms 23,23.
【0028】前記鉛直スチフナー30は、図1(B)お
よび図2(B)に示すように、その高さ寸法が上側のダ
イアフラム22の上面と下側のダイアフラム22の下面
間の寸法よりも若干大きく、かつ、その幅寸法が分割ス
チフナー23,23の梁接合部23bの長さ寸法と略同
等に設定されている。したがって、鉛直スチフナー30
の上下端部は上下のダイアフラム22,22の上下面か
ら若干突出するとともに、角形鋼管柱1と反対側端面は
ダイアフラム22の端面と略一致している。したがっ
て、上下のダイアフラム22,22と鉛直スチフナー3
0とを隅肉溶接する際に、鉛直スチフナー30の上下の
突出端部を利用して、両者の隅肉溶接が容易に行える。
なお、鉛直スチフナー30における角形鋼管柱1の柱面
1a側の上下端部には、円弧状の切り欠き部31を有す
る。このような切り欠き部31を形成しておくと、角形
鋼管柱1の柱面1aに対する分割ダイアフラム23,2
3の隅肉溶接部と鉛直スチフナー30の隅肉溶接部とが
交差しないので、隅肉溶接を容易に行うことができる。
As shown in FIGS. 1B and 2B, the height of the vertical stiffener 30 is slightly smaller than the dimension between the upper surface of the upper diaphragm 22 and the lower surface of the lower diaphragm 22. It is large and its width dimension is set substantially equal to the length dimension of the beam joint 23 b of the divided stiffeners 23, 23. Therefore, the vertical stiffener 30
The upper and lower ends slightly protrude from the upper and lower surfaces of the upper and lower diaphragms 22, 22, and an end surface on the opposite side to the rectangular steel pipe column 1 substantially coincides with an end surface of the diaphragm 22. Therefore, the upper and lower diaphragms 22 and 22 and the vertical stiffener 3
When the fillet welding is performed with the 0, the upper and lower projecting ends of the vertical stiffener 30 are utilized to easily perform the fillet welding of the two.
In addition, the vertical stiffener 30 has an arc-shaped notch 31 at the upper and lower ends of the square steel tube column 1 on the column surface 1a side. If such notches 31 are formed, the divided diaphragms 23, 2 with respect to the column surface 1a of the square steel tubular column 1 are formed.
Since the fillet weld of No. 3 does not intersect with the fillet weld of the vertical stiffener 30, fillet welding can be easily performed.
【0029】そして、図1(A),(B)に示すよう
に、角形鋼管柱1の各柱面1aに接合された、左右一対
の分割ダイアフラム23,23の先端部にH形鋼の鉄骨
梁3のフランジ部3bを突き合わせるとともに、鉛直ス
チフナー30の角形鋼管柱1の柱面1aと反対側端面に
H形鋼の鉄骨梁3のウェブ部3aを突き合わせる。さら
に、上記のようにして突き合わせた分割ダイアフラム2
3,23と鉄骨梁3のフランジ部3bとの上下両面にそ
れぞれカバープレート41,42を当てて、高力ボルト
51で接合する。また、鉛直スチフナー30の両面と鉄
骨梁3のウェブ部3aの両面にそれぞれウェブ継手板6
1を当てて、高力ボルト52で接合する。このとき、鉛
直スチフナー30の上下面と上下ダイアフラム22,2
2の上下面から若干突出するようにしているから、カバ
ープレート41,42の上面は鉛直スチフナー30の上
面と略同一高さになる。
As shown in FIGS. 1 (A) and 1 (B), a pair of left and right divided diaphragms 23, 23 joined to the respective column surfaces 1a of the rectangular steel tubular column 1 are provided with H-shaped steel frames. The flange 3b of the beam 3 is abutted, and the web 3a of the H-shaped steel beam 3 is abutted against the end face of the vertical stiffener 30 on the side opposite to the column face 1a of the square steel tubular column 1. Further, the divided diaphragm 2 butted as described above
Cover plates 41, 42 are respectively applied to the upper and lower surfaces of the flange portions 3 b of the steel beam 3, and are joined with high-strength bolts 51. Further, the web joint plates 6 are provided on both sides of the vertical stiffener 30 and both sides of the web portion 3a of the steel beam 3, respectively.
1 and are joined by a high-strength bolt 52. At this time, the upper and lower surfaces of the vertical stiffener 30 and the upper and lower diaphragms 22, 2
2, the upper surfaces of the cover plates 41, 42 are substantially flush with the upper surface of the vertical stiffener 30.
【0030】上記実施形態の角形鋼管柱と鉄骨梁の接合
構造によれば、上下一対のダイアフラム22,22に4
本の鉄骨梁3,…を接合したとき、各鉄骨梁3から分割
ダイアフラム23,23に加わる梁荷重の曲げモーメン
ト、剪断力が取付座部23a,23aを介して荷重方向
とほぼ平行な角形鋼管柱1の柱面1aに加わる。この梁
荷重方向と平行な柱面1aに加わる剪断力に対する強
度、耐荷重性は、取付座部23a,23aを柱面1aに
隅肉溶接することで高度に安定して、常に高耐荷重性が
確保される。また、取付座部23a,23aを梁荷重方
向とほぼ平行な方向の柱面1aに隅肉溶接することで、
十分な高耐荷重性が確保される。しかも、各ダイアフラ
ム22,22の応力集中部に溶接部が存在しないので、
鉄骨梁に作用する曲げあるいは剪断に対する耐震性が大
きい角形鋼管柱と鉄骨梁の接合構造が提供できる。
According to the joint structure of the square steel pipe column and the steel beam of the above embodiment, the upper and lower diaphragms 22,
When the steel beams 3 are joined, the bending moment and the shearing force of the beam load applied to the divided diaphragms 23 from the respective steel beams 3 are substantially parallel to the load direction via the mounting seats 23a. It joins the pillar surface 1a of the pillar 1. The strength and load resistance against the shearing force applied to the column surface 1a parallel to the beam load direction are highly stable by welding the mounting seats 23a, 23a to the column surface 1a, and are always high load resistance. Is secured. In addition, fillet welding of the mounting seats 23a, 23a to the column surface 1a in a direction substantially parallel to the beam load direction allows
Sufficient high load resistance is ensured. In addition, since there is no weld at the stress concentration portion of each of the diaphragms 22, 22,
A joint structure between a square steel tubular column and a steel beam having high earthquake resistance against bending or shear acting on the steel beam can be provided.
【0031】図3(A),(B)は、他の具体的実施形
態の平面図および側面図を示す。この実施形態は、角形
鋼管柱1の最上階端部に上下一対のダイアフラム22,
22を隅肉溶接して取り付けたもので、図1(A),
(B)および図2(A),(B)と同一部分には同一符
号を付して、その説明を省略する。なお、このように角
形鋼管柱1の最上階端部に上下一対のダイアフラム2
2,22を隅肉溶接して取り付ける場合は、角形鋼管柱
1の内部における上方のダイアフラム22と同一高さ位
置に、内ダイアフラム70を隅肉溶接している。
FIGS. 3A and 3B are a plan view and a side view of another specific embodiment. In this embodiment, a pair of upper and lower diaphragms 22 and
22 is attached by fillet welding and is shown in FIG.
2 (A) and 2 (B) are denoted by the same reference numerals, and description thereof will be omitted. In this manner, a pair of upper and lower diaphragms 2
When installing by welding the fillet of 2, 22
The inner diaphragm 70 is fillet-welded at the same height position as the upper diaphragm 22 inside 1.
【0032】図4は角形鋼管柱1の柱面1aに大きさの
異なる鉄骨梁3,3’を接合する場合の具体的実施形態
を示す。即ち,角形鋼管柱1の上方には、図1〜図3と
同様のダイアフラム22を隅肉溶接し、その下方には角
形鋼管柱1の4柱面1aの例えば2柱面1aに大きな間
隔で下方側のダイアフラム22を隅肉溶接するととも
に、例えば残りの1柱面1aとその両隣の柱面1aに、
小さな間隔で第2の下側ダイアフラム22を隅肉溶接し
たものである。それに伴なって、前記大きな間隔の上下
ダイアフラム22,22における分割ダイアフラム2
3,23の分割面部分23c,23c間のスリット部分
には、大きな鉛直スチフナー30が挿入されて、角形鋼
管柱1の柱面1aおよび分割ダイアフラム23,23に
隅肉溶接されている。また、前記小さな間隔の上下ダイ
アフラム22,22における分割ダイアフラム23,2
3の分割面部分23c,23c間のスリット部分には、
小さな鉛直スチフナー30’が挿入されて、角形鋼管柱
1の柱面1aおよび分割ダイアフラム23,23に隅肉
溶接されている。そして、大きな間隔の上下ダイアフラ
ム22,22には、大きな鉄骨梁3を突き合わせるとと
もに、小さな間隔の上下ダイアフラム22,22には、
小さな鉄骨梁3’を突き合わせている。また、大きな鉛
直スチフナー30と大きな鉄骨梁3のウェブ部3aとに
跨って大きなウェブ継手板61を当てて高力ボルト52
で接合し、小さな鉛直スチフナー30’と小さな鉄骨梁
3’のウェブ部3aとに跨って小さなウェブ継手板62
を当てて高力ボルト53で接合している。
FIG. 4 shows a concrete embodiment in which steel beams 3, 3 'having different sizes are joined to the column surface 1a of the rectangular steel tube column 1. As shown in FIG. That is, a diaphragm 22 similar to that shown in FIGS. 1 to 3 is welded in a fillet manner above the rectangular steel pipe column 1, and below it, for example, at two column surfaces 1 a of the four column surfaces 1 a of the rectangular steel tube column 1 at a large interval. While the lower diaphragm 22 is fillet welded, for example, the remaining one pillar surface 1a and the pillar surface 1a on both sides thereof are
The second lower diaphragm 22 is fillet-welded at small intervals. Accordingly, the divided diaphragm 2 in the large-diameter upper and lower diaphragms 22,
A large vertical stiffener 30 is inserted into the slit between the divided surface portions 23c, 23c, and is welded to the column surface 1a of the rectangular steel tubular column 1 and the divided diaphragms 23, 23. Further, the divided diaphragms 23, 2 in the upper and lower diaphragms 22, 22 at the small intervals are used.
In the slit portion between the three divided surface portions 23c, 23c,
A small vertical stiffener 30 ′ is inserted and fillet welded to the column surface 1 a of the rectangular steel tubular column 1 and the divided diaphragms 23, 23. Then, the large steel beams 3 are abutted against the upper and lower diaphragms 22 and 22 at large intervals, and the upper and lower diaphragms 22 and 22 at small intervals.
A small steel beam 3 'is butted. In addition, a large web joint plate 61 is applied across the large vertical stiffener 30 and the web portion 3a of the large steel beam 3 to apply a high-strength bolt 52.
And a small web joint plate 62 straddling the small vertical stiffener 30 'and the web portion 3a of the small steel beam 3'.
And are joined by high-strength bolts 53.
【0033】図5(A),(B)は角形鋼管柱1の3柱
面1aに対して同一高さで3本の鉄骨梁3,…を接合す
る具体的実施形態を示す。 図5(A),(B)におい
て、上下一対のダイアフラム22,22は、一対の分割
ダイアフラム23,23と、一対の分割ダイアフラム2
4,25とで構成されている。前者の分割ダイアフラム
23,23は、図1〜図4の分割ダイアフラム23と同
一形状であり、後者の分割ダイアフラム24,25は、
前記分割ダイアフラム23を長さ方向の中心線で略分割
したものである。より詳細に説明すると、後者の分割ダ
イアフラム24,25は、角形鋼管柱1の柱面1aに隅
肉溶接される幅狭の取付座部24a,25aと、これら
の取付座部24a,25aから延在する梁接合部24
b,25bとを有する。前記2枚の分割ダイアフラム2
3,23が角形鋼管柱1の柱面1aの約180°範囲に
水平に嵌着されて部分的に隅肉溶接され、角形鋼管柱1
の柱面1aの残りの約180°範囲に2枚の分割ダイア
フラム24,25が水平に嵌着されて部分的に隅肉溶接
される。各分割ダイアフラム23,23の互いに対向す
る分割面部分23c,23cの間にはスリット間隔gを
形成して、各分割ダイアフラム23,23同士を直接に
は溶接接合しない。また、各分割ダイアフラム23,2
4の互いに対向する分割面部分の間および分割ダイアフ
ラム23,25の互いに対向する分割面部分の間にも,
それぞれスリット間隔gを形成して、各分割ダイアフラ
ム23,24相互および23,25相互を直接には溶接
接合しない。そして、前記各スリットには、鉛直スチフ
ナー30を挿入して、その鉛直端面部を角形鋼管柱1の
柱面1aに隅肉溶接するとともに、その上下端部を各分
割ダイアフラム23,23,24,25に隅肉溶接して
いる。さらに、2枚の分割ダイアフラム23,23の対
峙する先端部に1本の鉄骨梁3のフランジ部3bが突き
合わされるとともに、鉛直スチフナー30の柱面1a側
と反対側鉛直端面に鉄骨梁3のウェブ部3aが突き合わ
される。また、2枚の分割ダイアフラム24,25の先
端とこの各先端部に対峙する2枚の分割ダイアフラム2
3,23の残りの先端部に2本の鉄骨梁3,3の各フラ
ンジ部3bが突き合わされるとともに、各鉛直スチフナ
ー30の柱面1a側と反対側鉛直端面には鉄骨梁3のウ
ェブ部3aが突き合わされる。そして、各分割ダイアフ
ラム23,23,24,25と鉄骨梁3,…のフランジ
部3bとに跨ってカバープレート41,42を取り付け
て、高力ボルト51で接合される。また、各鉛直スチフ
ナー30と鉄骨梁3,…のウェブ部3aとに跨ってウェ
ブ継手板61を取り付けて、高力ボルト52で接合され
ている。
FIGS. 5A and 5B show a concrete embodiment in which three steel beams 3,... Are joined at the same height to three pillar surfaces 1a of a rectangular steel tubular column 1. As shown in FIG. 5 (A) and 5 (B), a pair of upper and lower diaphragms 22 and 22 includes a pair of divided diaphragms 23 and 23 and a pair of divided diaphragms 2 and 23.
4, 25. The former divided diaphragms 23, 23 have the same shape as the divided diaphragm 23 of FIGS. 1 to 4, and the latter divided diaphragms 24, 25
The divided diaphragm 23 is substantially divided by a longitudinal center line. Describing in more detail, the latter divided diaphragms 24, 25 are narrow mounting seats 24a, 25a which are fillet-welded to the column surface 1a of the square steel tubular column 1, and extend from these mounting seats 24a, 25a. Existing beam joint 24
b, 25b. The two divided diaphragms 2
3 and 23 are horizontally fitted in the column surface 1a of the rectangular steel tube column 1 in a range of about 180 ° and partially fillet-welded to form the rectangular steel tube column 1.
The two divided diaphragms 24 and 25 are horizontally fitted in the remaining approximately 180 ° range of the columnar surface 1a and partially fillet welded. A slit gap g is formed between the opposed divided surface portions 23c of the divided diaphragms 23, 23 so that the divided diaphragms 23 are not directly welded to each other. In addition, each divided diaphragm 23, 2
4 and between the opposing divided surfaces of the divided diaphragms 23 and 25,
The slits g are formed, and the divided diaphragms 23, 24 and 23, 25 are not directly welded to each other. Then, a vertical stiffener 30 is inserted into each of the slits, and the vertical end face thereof is fillet welded to the column face 1a of the square steel tubular column 1, and the upper and lower ends thereof are divided into the respective diaphragms 23, 23, 24, and 24. 25 is fillet welded. Furthermore, the flange portion 3b of one steel beam 3 is abutted against the opposed end portions of the two divided diaphragms 23, 23, and the steel beam 3 is attached to the vertical end surface of the vertical stiffener 30 opposite to the column surface 1a. The web part 3a is butted. Further, the leading ends of the two divided diaphragms 24 and 25 and the two divided diaphragms 2 opposed to the leading end portions thereof.
The flange portions 3b of the two steel beams 3 are abutted against the remaining distal ends of the steel beams 3 and 23, and the web portions of the steel beams 3 are provided on the vertical end surfaces of the vertical stiffeners 30 opposite to the column surfaces 1a. 3a is matched. Then, cover plates 41, 42 are attached across the divided diaphragms 23, 23, 24, 25 and the flange portions 3b of the steel beams 3, and joined by high-strength bolts 51. Further, a web joint plate 61 is attached across each of the vertical stiffeners 30 and the web portions 3a of the steel beams 3, and is joined by high-strength bolts 52.
【0034】以上の左右一対の分割ダイアフラム24,
25を角形鋼管柱1の柱面1aに溶接してダイアフラム
22を形成すると、角形鋼管柱1の外面における約半分
の領域はダイアフラム等の張り出し部材の無い空スペー
スを確保した柱面となるため、この角形鋼管柱1にダイ
アフラム22を工場溶接して運搬する際に、前記空スペ
ースを利用することでダイアフラム22があまり邪魔を
せず、角形鋼管柱1の運搬効率が良くなる。また、ダイ
アフラム22の板厚を大きくしてサイズの小型化を図れ
ば、さらに運搬効率が良くなる。また、1本の鉄骨梁3
を接合するためのダイアフラム22が角形鋼管柱1の外
周の半周部分だけ形成されることになって、その全体サ
イズの縮小と材料の低減が可能になる。さらに、2分割
された分割ダイアフラム24,25を所定のスリット間
隔gで対向するようにして角形鋼管柱1に嵌着するよう
にすることで、分割ダイアフラム24,25の内周と角
形鋼管柱1の外周の多少の相対寸法誤差がスリット間隔
gで吸収されて、角形鋼管柱1の外周に分割ダイアフラ
ム23,24,25をがた付きなく嵌着し溶接すること
が容易になる。なお、鉛直スチフナー30の角型鋼管柱
1の柱面1aに隅肉溶接するとともに、各鉛直スチフナ
ー30の上下端部を各分割23,23,24,25に隅
肉溶接して、これらの鉛直スチフナー30の角型鋼管柱
1の柱面1a側と反対側の鉛直端面に鉄骨梁3,…のウ
ェブ部3aを接合することにより、鉄骨梁3,…の重力
方向の荷重を鉛直スチフナー30と柱面1aとの余裕の
ある剪断力にて安定的に支持することができる。
The pair of left and right divided diaphragms 24,
When 25 is welded to the column surface 1a of the rectangular steel tube column 1 to form the diaphragm 22, approximately half the area on the outer surface of the rectangular steel tube column 1 becomes a column surface that secures an empty space without a projecting member such as a diaphragm. When the diaphragm 22 is factory-welded to and transported to the rectangular steel pipe column 1, the empty space is utilized so that the diaphragm 22 does not interfere so much and the transport efficiency of the rectangular steel pipe column 1 is improved. Further, if the plate thickness of the diaphragm 22 is increased to reduce the size, the transportation efficiency is further improved. In addition, one steel beam 3
Is formed only in a half of the outer periphery of the square steel tubular column 1, thereby reducing the overall size and the material. Furthermore, the inner circumferences of the divided diaphragms 24, 25 and the square steel tube column 1 are formed by fitting the two divided diaphragms 24, 25 to the square steel tube column 1 so as to face each other at a predetermined slit interval g. Is absorbed by the slit spacing g, and the divided diaphragms 23, 24, 25 can be easily fitted and welded to the outer periphery of the rectangular steel tube column 1 without play. In addition, the vertical stiffener 30 is fillet-welded to the column surface 1a of the square steel tubular column 1, and the upper and lower ends of each vertical stiffener 30 are fillet-welded to each of the divisions 23, 23, 24, 25, and these vertical stiffeners 30 are welded. By joining the web portion 3a of the steel beams 3,... To the vertical end face of the stiffener 30 opposite to the column face 1a of the square steel tubular column 1, the load of the steel beams 3,. It can be stably supported by a sufficient shearing force with the columnar surface 1a.
【0035】図6(A),(B)は角形鋼管柱1の3柱
面1aに対して同一高さで3本の鉄骨梁3,…を接合す
る別の具体的実施形態を示す。 図6(A),(B)に
おいて、上下一対のダイアフラム22,22は、一対の
分割ダイアフラム23,23と、一対の分割ダイアフラ
ム24’,25’とで構成されている。前者の分割ダイ
アフラム23,23は、図1〜図5の分割ダイアフラム
23と同一形状であり、後者の分割ダイアフラム2
4’,25’は、前記図5(A),(B)における分割
ダイアフラム24,25の取付座部24a,25aを除
去した矩形状を呈する両者同一形状のものである。前記
2枚の分割ダイアフラム23,23が角形鋼管柱1の柱
面1aの約180°範囲に水平に嵌着されて部分的に隅
肉溶接され、角形鋼管柱1の柱面1aにおける残りの約
180°範囲に2枚の分割ダイアフラム24’,25’
が水平に隅肉溶接される。各分割ダイアフラム23,2
3の互いに対向する分割面部分の間にはスリット間隔g
を形成して、各分割ダイアフラム23,23同士を直接
には溶接接合しない。また、各分割ダイアフラム23,
24’の互いに対向する分割面部分の間および分割ダイ
アフラム23,25’の互いに対向する分割面部分の間
にも,それぞれスリット間隔gを形成して、各分割ダイ
アフラム23,24’相互および23,25’相互を直
接には溶接接合しない。そして、前記各スリットには、
鉛直スチフナー30の上下端部を挿入して、鉛直端面部
を角形鋼管柱1の柱面1aに隅肉溶接するとともに、そ
の上下端部を各分割ダイアフラム23,23,24’,
25’に隅肉溶接している。さらに、前記2枚の分割ダ
イアフラム24’,25’の外側端面と角型鋼管柱1の
柱面1aの約中心との間に跨って補強板26,26が溶
接接合されている。そして、図5(A),(B)と同様
に2枚の分割ダイアフラム23,23の先端部に1本の
鉄骨梁3のフランジ部3bが突き合わされるとともに、
鉛直スチフナー30の柱面1a側と反対側鉛直端面に鉄
骨梁3のウェブ部3aが突き合わされる。また、2枚の
分割ダイアフラム24’,25’の先端とこの各先端部
に対峙する2枚の分割ダイアフラム23,23の先端部
に2本の鉄骨梁3,3の各フランジ部3bが突き合わさ
れるとともに、各鉛直スチフナー30の柱面1a側と反
対側鉛直端面に鉄骨梁3のウェブ部3aが突き合わされ
る。そして、各分割ダイアフラム23,23,24’,
25’と鉄骨梁3,…のフランジ部3bとに跨ってカバ
ープレート41,42を取り付けて、高力ボルト51で
接合される。また、各鉛直スチフナー30と鉄骨梁3,
…のウェブ部3aとに跨ってウェブ継手板61を取り付
けて、高力ボルト52で接合されている。
FIGS. 6A and 6B show another specific embodiment in which three steel beams 3,... Are joined at the same height to three pillar surfaces 1a of a rectangular steel tubular column 1. FIG. In FIGS. 6A and 6B, the pair of upper and lower diaphragms 22 and 22 includes a pair of divided diaphragms 23 and 23 and a pair of divided diaphragms 24 'and 25'. The former divided diaphragms 23, 23 have the same shape as the divided diaphragm 23 shown in FIGS.
Reference numerals 4 'and 25' have the same rectangular shape in which the mounting seats 24a and 25a of the divided diaphragms 24 and 25 in FIGS. 5A and 5B are removed. The two divided diaphragms 23, 23 are horizontally fitted in the column surface 1a of the rectangular steel tube column 1 in a range of about 180 ° and partially fillet welded. Two split diaphragms 24 ', 25' in a 180 ° range
Are welded horizontally. Each divided diaphragm 23, 2
3 between the opposing divided surface portions, the slit interval g
Is formed, and the divided diaphragms 23 are not directly welded to each other. In addition, each divided diaphragm 23,
A slit interval g is also formed between the opposing divided surface portions of 24 'and the opposing divided surface portions of the divided diaphragms 23 and 25', respectively, so that the divided diaphragms 23 and 24 'and 23, 24' are mutually separated. 25 'are not directly welded together. And in each of the slits,
The upper and lower ends of the vertical stiffener 30 are inserted, and the vertical end faces are fillet welded to the column surfaces 1a of the square steel tubular columns 1, and the upper and lower ends are divided into the respective diaphragms 23, 23, 24 ',.
Fillet welded to 25 '. Further, reinforcing plates 26, 26 are welded and joined between the outer end surfaces of the two divided diaphragms 24 ', 25' and about the center of the column surface 1a of the square steel tubular column 1. 5 (A) and 5 (B), the flange 3b of one steel beam 3 abuts against the tip of the two divided diaphragms 23, 23, and
The web portion 3a of the steel beam 3 is abutted against a vertical end surface of the vertical stiffener 30 opposite to the column surface 1a. The flanges 3b of the two steel beams 3, 3 abut against the ends of the two divided diaphragms 24 ', 25' and the ends of the two divided diaphragms 23, 23 facing the respective ends. At the same time, the web portion 3a of the steel beam 3 is abutted on the vertical end face opposite to the column face 1a side of each vertical stiffener 30. Then, each of the divided diaphragms 23, 23, 24 ',
The cover plates 41 and 42 are attached across the flange portions 3 b of the steel beams 3 and 25 ′, and are joined by high-strength bolts 51. In addition, each vertical stiffener 30 and steel beam 3,
The web joint plate 61 is attached across the web portion 3a, and is joined by high-strength bolts 52.
【0036】以上の左右一対の分割ダイアフラム2
4’,25’を角形鋼管柱1の柱面1aに溶接してダイ
アフラム22を形成すると、角形鋼管柱1の柱面1aの
外面における約半分の領域はダイアフラム等の張り出し
部材の無い空スペースを確保した柱面となるため、この
角形鋼管柱1にダイアフラム22を工場溶接して運搬す
る際に、前記空スペースを利用することでダイアフラム
22があまり邪魔をせず、角形鋼管柱1の運搬効率が良
くなる。また、ダイアフラム22の板厚を大きくしてサ
イズの小型化を図れば、さらに運搬効率が良くなる。ま
た、1本の鉄骨梁3を接合するためのダイアフラム22
が角形鋼管柱1の外周の半周部分だけ形成されることに
なって、その全体サイズの縮小と材料の低減が可能にな
る。さらに、2分割された分割ダイアフラム23,23
同士と2分割された分割ダイアフラム24’,25’と
分割ダイアフラム23,23とを所定のスリット間隔g
で対向するようにして角形鋼管柱1に隅肉溶接すること
で、一対の分割ダイアフラム23,23と一対の分割ダ
イアフラム24’,25’とを角形鋼管柱1の外周にが
た付きなく溶接することが容易になる。なお、鉛直スチ
フナー30の角型鋼管柱1の柱面1aに隅肉溶接すると
ともに、各鉛直スチフナー30の上下端部を各分割ダイ
アフラム23,23,24’,25’に隅肉溶接して、
これら鉛直スチフナー30の角型鋼管柱1の柱面1a側
と反対側の鉛直端面に鉄骨梁3,…のウェブ部3aを突
き合わせることにより、鉄骨梁3,…の重力方向の荷重
を鉛直スチフナー30と柱面1aとの余裕のある剪断力
にて安定的に支持することができる。
The above-mentioned pair of left and right divided diaphragms 2
When the diaphragm 22 is formed by welding 4 'and 25' to the column surface 1a of the rectangular steel tube column 1, approximately half the area on the outer surface of the column surface 1a of the rectangular steel tube column 1 becomes an empty space without a projecting member such as a diaphragm. When the diaphragm 22 is factory-welded to and transported to the rectangular steel pipe column 1 and transported, the diaphragm 22 does not interfere much with the use of the empty space, and the transport efficiency of the rectangular steel pipe column 1 is increased. Will be better. Further, if the plate thickness of the diaphragm 22 is increased to reduce the size, the transportation efficiency is further improved. Also, a diaphragm 22 for joining one steel beam 3 is provided.
Is formed only in the half-circumferential portion of the outer periphery of the rectangular steel tube column 1, so that the overall size and material can be reduced. Further, the two divided diaphragms 23, 23
The divided diaphragms 24 ', 25' and the divided diaphragms 23, 23 divided into two by a predetermined slit interval g
The pair of divided diaphragms 23, 23 and the pair of divided diaphragms 24 ', 25' are welded to the outer periphery of the rectangular steel tube column 1 without play by performing fillet welding to the rectangular steel tube column 1 so as to face each other. It becomes easier. The vertical stiffener 30 is fillet-welded to the column surface 1a of the square steel pipe column 1, and the upper and lower ends of each vertical stiffener 30 are fillet-welded to each of the divided diaphragms 23, 23, 24 ', 25'.
By contacting the web portions 3a of the steel beams 3,... With the vertical end surfaces of the vertical stiffeners 30 opposite to the column surfaces 1a of the square steel tube columns 1, the loads of the steel beams 3,. It can be stably supported by a sufficient shear force between the column 30 and the column surface 1a.
【0037】図7(A),(B)は角形鋼管柱1の隣接
する2柱面1aに対して同一高さで2本の鉄骨梁3,3
を接合する具体的実施形態を示す。 図7(A),
(B)において、上下一対のダイアフラム22,22
は、1枚の分割ダイアフラム23と、一対の分割ダイア
フラム24,25とで構成されている。前者の分割ダイ
アフラム23は、図1〜図6の分割ダイアフラム23と
同一形状であり、後者の分割ダイアフラム24,25
は、図5の分割ダイアフラム24,25と同一形状であ
る。前記1枚の分割ダイアフラム23が角形鋼管柱1の
柱面1aの約90°範囲に水平に嵌着されて部分的に隅
肉溶接され、角形鋼管柱1の隣接する柱面1aの約1/
2範囲に2枚の分割ダイアフラム24,25が水平に隅
肉溶接される。各分割ダイアフラム23,24の互いに
対向する分割面部分の間および各分割23,25の互い
に対向する分割面部分の間にはそれぞれスリット間隔g
を形成して、各分割ダイアフラム23,24相互および
分割ダイアフラム23,25相互を直接には溶接接合し
ない。そして、前記各スリットには、鉛直スチフナー3
0を挿入して、その鉛直端面部を角形鋼管柱1の柱面1
aに隅肉溶接するとともに、その上下端部を各分割ダイ
アフラム23,24,25に隅肉溶接している。さら
に、1枚の分割ダイアフラム23とこの先端部に対峙す
る分割ダイアフラム24の先端部に1本の鉄骨梁3のフ
ランジ部3bが突き合わされるとともに、鉛直スチフナ
ー30の柱面1a側と反対側鉛直端面に鉄骨梁3のウェ
ブ部3aが突き合わされる。また、1枚の分割ダイアフ
ラム23の先端部とこの先端部に対峙する1枚の分割ダ
イアフラム25の先端部に1本の鉄骨梁3のフランジ部
3bが突き合わされるとともに、鉛直スチフナー30の
柱面1a側と反対側鉛直端面に鉄骨梁3のウェブ部3a
が突き合わされる。そして、各分割ダイアフラム23,
24,25と鉄骨梁3,3のフランジ部3bとに跨って
カバープレート41,42を取り付けて、高力ボルト5
1で接合される。また、各鉛直スチフナー30と鉄骨梁
3,3のウェブ部3aとに跨ってウェブ継手板61を取
り付けて、高力ボルト52で接合されている。
FIGS. 7A and 7B show two steel beams 3 and 3 at the same height with respect to two adjacent column surfaces 1a of the rectangular steel tube column 1. FIG.
A specific embodiment for joining the components will be described. FIG. 7 (A),
In (B), a pair of upper and lower diaphragms 22, 22
Is composed of one divided diaphragm 23 and a pair of divided diaphragms 24 and 25. The former divided diaphragm 23 has the same shape as the divided diaphragm 23 in FIGS. 1 to 6, and the latter divided diaphragm 24, 25.
Has the same shape as the divided diaphragms 24 and 25 in FIG. The one divided diaphragm 23 is horizontally fitted in a range of about 90 ° of the column surface 1a of the rectangular steel tube column 1 and partially fillet welded, and is approximately 1/1 of the adjacent column surface 1a of the rectangular steel tube column 1.
Two divided diaphragms 24 and 25 are horizontally fillet welded in two ranges. A slit interval g is provided between the divided surface portions of the divided diaphragms 23 and 24 facing each other and between the divided surface portions of the divided portions 23 and 25 facing each other.
Is formed, and the divided diaphragms 23 and 24 and the divided diaphragms 23 and 25 are not directly welded to each other. In each of the slits, a vertical stiffener 3 is provided.
0 and insert the vertical end face of the
a, and upper and lower ends thereof are fillet welded to the divided diaphragms 23, 24, 25. Furthermore, the flange portion 3b of one steel beam 3 is abutted against one of the divided diaphragms 23 and the distal end portion of the divided diaphragm 24 facing the distal end portion, and the vertical side opposite to the column surface 1a side of the vertical stiffener 30. The web part 3a of the steel beam 3 is butted against the end face. In addition, the front end of one divided diaphragm 23 and the front end of one divided diaphragm 25 facing this front end abut the flange 3b of one steel beam 3 and the column surface of the vertical stiffener 30. The web part 3a of the steel beam 3 on the vertical end face opposite to the side 1a
Are matched. Then, each divided diaphragm 23,
The cover plates 41 and 42 are attached across the flanges 3 b of the steel beams 3 and 3 and the high-strength bolts 5.
1 is joined. Further, a web joint plate 61 is attached across each of the vertical stiffeners 30 and the web portions 3a of the steel beams 3, 3, and is joined by high-strength bolts 52.
【0038】以上の左右一対の分割ダイアフラム24,
25を角形鋼管柱1の柱面1aに溶接してダイアフラム
22を形成すると、角形鋼管柱1の外面における約3/
4の領域はダイアフラム等の張り出し部材の無い空スペ
ースを確保した柱面となるため、この角形鋼管柱1にダ
イアフラム22を工場溶接して運搬する際に、前記空ス
ペースを利用することでダイアフラム22があまり邪魔
をせず、角形鋼管柱1の運搬効率が良くなる。また、ダ
イアフラム22の板厚を大きくしてサイズの小型化を図
れば、さらに運搬効率が良くなる。また、1本の鉄骨梁
3を接合するためのダイアフラム22が角形鋼管柱1の
外周の約1/4周部分だけ形成されることになって、そ
の全体サイズの縮小と材料の低減が可能になる。さら
に、分割ダイアフラム24,25を分割ダイアフラム2
3に対して所定のスリット間隔gで対向するようにして
角形鋼管柱1に嵌着するようにすることで、分割ダイア
フラム24,25の内周と角形鋼管柱1の外周との多少
の相対寸法誤差がスリット間隔gで吸収されて、角形鋼
管柱1の外周に一対の分割ダイアフラム24,25をが
た付きなく嵌着し溶接することが容易になる。なお、鉛
直スチフナー30を角型鋼管柱1の柱面1aに隅肉溶接
するとともに、各鉛直スチフナー30の上下端部を各分
割ダイアフラム23,24,25に隅肉溶接して、これ
らの鉛直スチフナー30の角型鋼管柱1の柱面1a側と
反対側の鉛直端面に鉄骨梁3,3のウェブ部3aを突き
合せることにより、鉄骨梁3,3の重力方向の荷重を鉛
直スチフナー30と柱面1aとの余裕のある剪断力にて
安定的に支持することができる。
The pair of left and right divided diaphragms 24,
25 is welded to the column surface 1a of the square steel tube column 1 to form the diaphragm 22, about 3 /
The region 4 is a column surface having an empty space free of a projecting member such as a diaphragm. Therefore, when the diaphragm 22 is factory-welded to the square steel tubular column 1 and transported, the empty space is used. However, the transfer efficiency of the rectangular steel tubular column 1 is improved without much hindrance. Further, if the plate thickness of the diaphragm 22 is increased to reduce the size, the transportation efficiency is further improved. In addition, the diaphragm 22 for joining one steel beam 3 is formed only about a quarter of the outer circumference of the rectangular steel tubular column 1, so that the overall size and material can be reduced. Become. Further, the divided diaphragms 24 and 25 are connected to the divided diaphragm 2
3 is fitted to the square steel pipe column 1 at a predetermined slit interval g, so that the inner circumference of the divided diaphragms 24 and 25 and the outer circumference of the square steel pipe column 1 have some relative dimensions. The error is absorbed at the slit interval g, and it becomes easy to fit and weld the pair of divided diaphragms 24 and 25 to the outer periphery of the square steel tubular column 1 without play. In addition, the vertical stiffener 30 is fillet-welded to the column surface 1a of the square steel tubular column 1, and the upper and lower ends of each vertical stiffener 30 are fillet-welded to each of the divided diaphragms 23, 24, and 25. The web part 3a of the steel beams 3, 3 is abutted against the vertical end face of the rectangular steel tube column 1 on the side opposite to the column surface 1a side, so that the load of the steel beams 3, 3 in the direction of gravity is reduced by the vertical stiffener 30 and the column. It can be stably supported by a sufficient shearing force with the surface 1a.
【0039】図8(A),(B)は角形鋼管柱1の隣接
する2柱面1aに対して同一高さで2本の鉄骨梁3,3
を接合する別の具体的実施形態を示す。 図8(A),
(B)において、上下一対のダイアフラム22,22
は、1枚の分割ダイアフラム23と、一対の分割ダイア
フラム24’,25’で構成されている。前者の分割ダ
イアフラム23は、図1〜図7の分割ダイアフラム23
と同一形状であり、後者の分割ダイアフラム24’,2
5’は、図6(A),(B)における分割ダイアフラム
24’,25’と同一形状のものである。前記1枚の分
割ダイアフラム23が角形鋼管柱1の柱面1aの約90
°範囲に水平に嵌着されて部分的に隅肉溶接され、角形
鋼管柱1の柱面1aの残りの約90°範囲に2枚の分割
ダイアフラム24’,25’が水平に隅肉溶接される。
各分割ダイアフラム23,24’の互いに対向する分割
面部分の間および分割ダイアフラム23,25’の互い
に対向する分割面部分の間にはそれぞれスリット間隔g
を形成して、各分割ダイアフラム23,24’相互およ
び分割ダイアフラム23,25’相互を直接には溶接接
合しない。そして、前記各スリットには、鉛直スチフナ
ー30を挿入して、その鉛直端面部を角形鋼管柱1の柱
面1aに隅肉溶接するとともに、その上下端部を各分割
ダイアフラム23,24’,25’に隅肉溶接してい
る。さらに、前記2枚の分割ダイアフラム24’,2
5’の外側端面と角型鋼管柱1の柱面1aの約中心との
間に跨って補強板26,26が溶接接合されている。そ
して、図7(A),(B)と同様に1枚の分割ダイアフ
ラム23とこの先端部に対峙する分割ダイアフラム2
4’の先端部に1本の鉄骨梁3のフランジ部3bが突き
合わされるとともに、鉛直スチフナー30の柱面1a側
と反対側鉛直端面に鉄骨梁3のウェブ部3aが突き合わ
される。また、1枚の分割ダイアフラム23の先端部と
この先端部に対峙する1枚の分割ダイアフラム25’の
先端部に1本の鉄骨梁3のフランジ部3bが突き合わさ
れるとともに、各鉛直スチフナー30の柱面1a側と反
対側鉛直端面に鉄骨梁3,3のウェブ部3aが突き合わ
される。そして、各分割ダイアフラム23,24’,2
5’と鉄骨梁3,3のフランジ部3bとに跨ってカバー
プレート41,42を取り付けて、高力ボルト51で接
合される。また、各鉛直スチフナー30と鉄骨梁3,3
のウェブ部3aとに跨ってウェブ継手板61を取り付け
て、高力ボルト52で接合されている。
FIGS. 8A and 8B show two steel beams 3 and 3 at the same height with respect to two adjacent column surfaces 1a of the rectangular steel tube column 1. FIG.
3 shows another specific embodiment for joining the two. FIG. 8 (A),
In (B), a pair of upper and lower diaphragms 22, 22
Is composed of one divided diaphragm 23 and a pair of divided diaphragms 24 'and 25'. The former divided diaphragm 23 is the same as the divided diaphragm 23 shown in FIGS.
And the latter divided diaphragm 24 ', 2
5 ′ has the same shape as the divided diaphragms 24 ′ and 25 ′ in FIGS. 6A and 6B. The one divided diaphragm 23 is about 90% of the column surface 1a of the square steel tubular column 1.
And the two divided diaphragms 24 'and 25' are horizontally fillet-welded in the remaining approximately 90 ° range of the column surface 1a of the square steel tubular column 1. You.
A slit interval g is provided between the opposed divided surface portions of the divided diaphragms 23 and 24 'and between the opposed divided surface portions of the divided diaphragms 23 and 25'.
Is formed, and the divided diaphragms 23, 24 'and the divided diaphragms 23, 25' are not directly welded to each other. A vertical stiffener 30 is inserted into each of the slits, and its vertical end face is fillet-welded to the column face 1a of the square steel tubular column 1, and its upper and lower ends are divided into diaphragms 23, 24 ', 25. 'The fillet is welded. Further, the two divided diaphragms 24 ', 2
Reinforcement plates 26, 26 are welded and joined between the outer end face of 5 'and the center of the column face 1a of the square steel tubular column 1. Then, similarly to FIGS. 7A and 7B, one divided diaphragm 23 and the divided diaphragm 2 facing the front end thereof.
The flange portion 3b of one steel beam 3 is abutted against the tip of 4 ', and the web portion 3a of the steel beam 3 is abutted on the vertical end surface of the vertical stiffener 30 opposite to the column surface 1a. Further, the flange 3b of one steel beam 3 is brought into contact with the distal end of one divided diaphragm 23 and the distal end of one divided diaphragm 25 'facing the distal end. The web portions 3a of the steel beams 3, 3 abut against the vertical end surface opposite to the column surface 1a. Then, each divided diaphragm 23, 24 ', 2
Cover plates 41 and 42 are attached across 5 ′ and the flange portions 3 b of the steel beams 3 and 3, and are joined by high-strength bolts 51. In addition, each vertical stiffener 30 and steel beams 3, 3
A web joint plate 61 is attached across the web portion 3a, and is joined by a high-strength bolt 52.
【0040】以上の左右一対の分割ダイアフラム2
4’,25’を角形鋼管柱1の柱面1aに溶接してダイ
アフラム22を形成すると、角形鋼管柱1の外面におけ
る約3/4の領域はダイアフラム等の張り出し部材の無
い空スペースを確保した柱面となるため、この角形鋼管
柱1にダイアフラム22を工場溶接して運搬する際に、
前記空スペースを利用することでダイアフラム22があ
まり邪魔をせず、角形鋼管柱1の運搬効率が良くなる。
また、ダイアフラム22の板厚を大きくしてサイズの小
型化を図れば、さらに運搬効率が良くなる。また、1本
の鉄骨梁3を接合するためのダイアフラム22が角形鋼
管柱1の外周の約1/4周部分だけ形成されることにな
って、その全体サイズの縮小と材料の低減が可能にな
る。さらに、分割ダイアフラム24’,25’を分割ダ
イアフラム23と所定のスリット間隔gで対向するよう
にして角形鋼管柱1に隅肉溶接することで、1枚の分割
ダイアフラム23および一対の分割ダイアフラム2
4’,25’を角形鋼管柱1の外周にがた付きなく溶接
することが容易になる。なお、鉛直スチフナー30を角
型鋼管柱1の柱面1aに隅肉溶接するとともに、各鉛直
スチフナー30の上下端部を各分割ダイアフラム23,
24’,25’に隅肉溶接して、これら鉛直スチフナー
30の角形鋼管柱1の柱面1a側と反対側の鉛直端面に
鉄骨梁3,3のウェブ部3aを突き合わせることによ
り、鉄骨梁3,3の重力方向の荷重を鉛直スチフナー3
0と柱面1aとの余裕のある剪断力にて安定的に支持す
ることができる。
The pair of left and right divided diaphragms 2
When the diaphragm 22 is formed by welding 4 'and 25' to the column surface 1a of the square steel tube column 1, about 3/4 of the outer surface of the square steel tube column 1 secures an empty space without a projecting member such as a diaphragm. When the diaphragm 22 is factory-welded to the square steel pipe column 1 and transported,
By utilizing the empty space, the diaphragm 22 does not interfere much, and the transport efficiency of the rectangular steel column 1 is improved.
Further, if the plate thickness of the diaphragm 22 is increased to reduce the size, the transportation efficiency is further improved. In addition, the diaphragm 22 for joining one steel beam 3 is formed only about a quarter of the outer circumference of the rectangular steel tubular column 1, so that the overall size and material can be reduced. Become. Further, the divided diaphragms 24 'and 25' are fillet-welded to the square steel tubular column 1 so as to be opposed to the divided diaphragm 23 at a predetermined slit interval g, so that one divided diaphragm 23 and a pair of divided diaphragms 2 are formed.
It becomes easy to weld 4 'and 25' to the outer periphery of the square steel tubular column 1 without rattling. In addition, the vertical stiffener 30 is fillet welded to the column surface 1 a of the square steel tubular column 1, and the upper and lower ends of each vertical stiffener 30 are divided into the divided diaphragms 23,
Fillet welding is performed on 24 ′ and 25 ′, and the web portions 3a of the steel beams 3 and 3 are brought into contact with the vertical end surfaces of the vertical stiffeners 30 opposite to the column surface 1a side of the square steel tubular column 1 so that the steel beam is A vertical stiffener 3
It can be stably supported by a sufficient shearing force between 0 and the column surface 1a.
【0041】図9(A),(B)は角形鋼管柱1の1柱
面1aに対して1本の鉄骨梁3を接合する具体的実施形
態を示す。 図9(A),(B)において、上下一対の
ダイアフラム22,22は、2枚の分割ダイアフラム2
4,25で構成されている。これらの分割ダイアフラム
24,25は、図5、図7の分割ダイアフラム24,2
5と同一形状である。前記2枚の分割ダイアフラム2
4,25が角形鋼管柱1の1柱面1aとその両隣の柱面
1aとに水平に嵌着されて部分的に隅肉溶接される。各
分割ダイアフラム24,25の互いに対向する分割面部
分の間にはスリット間隔gを形成して、分割ダイアフラ
ム24,25相互を直接には溶接接合しない。そして、
前記スリットには、鉛直スチフナー30を挿入して、そ
の鉛直端面部を角形鋼管柱1の柱面1aに隅肉溶接する
とともに、その上下端部を各分割ダイアフラム24,2
5に隅肉溶接している。さらに、2枚の分割ダイアフラ
ム24,25の先端部に1本の鉄骨梁3のフランジ部3
bが突き合わされるとともに、鉛直スチフナー30の柱
面1a側と反対側鉛直端面に鉄骨梁3のウェブ部3aが
突き合わされる。そして、各分割ダイアフラム24,2
5と鉄骨梁3のフランジ部3bとに跨ってカバープレー
ト41,42を取り付けて、高力ボルト51で接合され
る。また、各鉛直スチフナー30と鉄骨梁3のウェブ部
3aとに跨ってウェブ継手板61を取り付けて、高力ボ
ルト52で接合されている。
FIGS. 9A and 9B show a concrete embodiment in which one steel beam 3 is joined to one column surface 1a of the square steel tubular column 1. FIG. 9 (A) and 9 (B), a pair of upper and lower diaphragms 22 and 22 are divided into two divided diaphragms 2.
4, 25. These divided diaphragms 24, 25 correspond to the divided diaphragms 24, 2 shown in FIGS.
5 has the same shape. The two divided diaphragms 2
4 and 25 are horizontally fitted to one pillar surface 1a of the rectangular steel tube pillar 1 and the pillar surface 1a on both sides thereof and partially welded with fillet. A slit gap g is formed between the facing divided surface portions of each of the divided diaphragms 24, 25, and the divided diaphragms 24, 25 are not directly welded to each other. And
A vertical stiffener 30 is inserted into the slit, its vertical end face is fillet welded to the column face 1a of the square steel tubular column 1, and its upper and lower ends are divided into the respective diaphragms 24, 2.
5 is fillet welded. Further, the flange portion 3 of one steel beam 3 is attached to the tip of the two divided diaphragms 24 and 25.
b, but the web part 3a of the steel beam 3 is butted against the vertical end face of the vertical stiffener 30 opposite to the column face 1a. Then, each divided diaphragm 24, 2
Cover plates 41 and 42 are attached across the flange 5 and the flange 3 b of the steel beam 3, and are joined by high-strength bolts 51. Further, a web joint plate 61 is attached across each of the vertical stiffeners 30 and the web portion 3 a of the steel beam 3, and is joined by high-strength bolts 52.
【0042】以上の左右一対の分割ダイアフラム24,
25を角形鋼管柱1の柱面1aに溶接してダイアフラム
22を形成すると、角形鋼管柱1の外面における1柱面
1a部分以外の領域はダイアフラム等の張り出し部材の
無い空スペースを確保した柱面となるため、この角形鋼
管柱1にダイアフラム22を工場溶接して運搬する際
に、前記空スペースを利用することでダイアフラム22
がほとんど邪魔をせず、角形鋼管柱1の運搬効率が良く
なる。また、ダイアフラム22の板厚を大きくしてサイ
ズの小型化を図れば、さらに運搬効率が良くなる。ま
た、1本の鉄骨梁3を接合するためのダイアフラム22
が角形鋼管柱1の外周の一部分だけに形成されることに
なって、その全体サイズの縮小と材料の低減が可能にな
る。さらに、分割ダイアフラム24,25を所定のスリ
ット間隔gで対向するようにして角形鋼管柱1に嵌着す
るようにすることで、分割ダイアフラム24,25の内
周と角形鋼管柱1の外周との多少の相対寸法誤差がスリ
ット間隔gで吸収されて、角形鋼管柱1の外周に一対の
分割ダイアフラム24,25をがた付きなく嵌着し溶接
することが容易になる。なお、鉛直スチフナー30の角
型鋼管柱1の柱面1aに隅肉溶接するとともに、各鉛直
スチフナー30の上下端部を各分割ダイアフラム24,
25に隅肉溶接して、これら鉛直スチフナー30の角型
鋼管柱1の柱面1a側と反対側の鉛直端面に鉄骨梁3の
ウェブ部3aを突き合わせることにより、鉄骨梁3の重
力方向の荷重を鉛直スチフナー30と柱面1aとの余裕
のある剪断力にて安定的に支持することができる。
The pair of left and right divided diaphragms 24,
When the diaphragm 22 is formed by welding 25 to the column surface 1a of the rectangular steel tube column 1, a region other than the one column surface 1a portion on the outer surface of the rectangular steel tube column 1 has an empty space without an overhanging member such as a diaphragm. Therefore, when the diaphragm 22 is factory-welded to the square steel pipe column 1 and transported, the empty space is utilized so that the diaphragm 22 can be used.
Does not substantially disturb, and the transportation efficiency of the square steel tubular column 1 is improved. Further, if the plate thickness of the diaphragm 22 is increased to reduce the size, the transportation efficiency is further improved. Also, a diaphragm 22 for joining one steel beam 3 is provided.
Is formed only on a part of the outer periphery of the rectangular steel tube column 1, so that the overall size and material can be reduced. Furthermore, the divided diaphragms 24 and 25 are fitted to the square steel tube column 1 so as to face each other at a predetermined slit interval g, so that the inner periphery of the divided diaphragms 24 and 25 and the outer periphery of the square steel tube column 1 are separated. Some relative dimensional errors are absorbed by the slit spacing g, and it becomes easy to fit and weld the pair of divided diaphragms 24 and 25 to the outer periphery of the rectangular steel tube column 1 without play. The vertical stiffener 30 is fillet-welded to the column surface 1a of the square steel tubular column 1, and the upper and lower ends of each vertical stiffener 30 are divided into the respective diaphragms 24,
25, and the web portion 3a of the steel beam 3 is brought into contact with the vertical end surface of the vertical stiffener 30 on the side opposite to the column surface 1a of the square steel tube column 1 so that the vertical direction of the steel beam 3 in the gravitational direction. The load can be stably supported by a sufficient shear force between the vertical stiffener 30 and the column surface 1a.
【0043】なお、角形鋼管柱1に複数の鉄骨梁3を互
いに段差を付けて接合する場合は、例えば図9(B)に
一点鎖線で示すように1本の角形鋼管柱1に前記ダイア
フラム22と、これと同じダイアフラム22’を互いに
段差を付けて溶接して、各一対のダイアフラム22,2
2’に鉄骨梁3,3’を接合することが可能である。こ
の場合、角形鋼管柱1の外面のダイアフラム22と反対
側、および、他のダイアフラム22’の反対側が張り出
し部材のない空スペースであるので、各ダイアフラム2
2,22’が相互に邪魔になることがなくて、両者共に
角形鋼管柱1に容易に取り付けることができ、これによ
り段差のある角形鋼管柱と鉄骨梁との接合構造の設計が
容易になる。
In the case where a plurality of steel beams 3 are joined to the square steel tube column 1 with steps, for example, as shown by a dashed line in FIG. 9B, the diaphragm 22 is attached to one square steel tube column 1. And the same diaphragm 22 ′ is welded with a step to each other to form a pair of diaphragms 22, 2.
It is possible to join steel beams 3, 3 'to 2'. In this case, the opposite side of the outer surface of the rectangular steel tube column 1 from the diaphragm 22 and the opposite side of the other diaphragm 22 'are empty spaces without any overhanging members.
2 and 22 'do not interfere with each other, and both can be easily attached to the rectangular steel tube column 1, thereby facilitating the design of the joint structure between the stepped rectangular steel tube column and the steel beam. .
【0044】なお、図示は省略するが、図9(A),
(B)の変形例として、図6(A),(B)および図8
(A),(B)に示すような分割ダイアフラム24’,
25’と補強板26,26とを用いてもよい。
Although illustration is omitted, FIG.
FIGS. 6A and 6B and FIGS.
(A), the divided diaphragm 24 'as shown in (B),
25 'and reinforcing plates 26, 26 may be used.
【0045】上記実施形態は特定の構造について説明し
たが、本発明は上記実施形態に限定されるものではな
く、本発明の精神を逸脱することなく各種の変形が可能
である。例えば、上記実施形態はいずれも、角形鋼管柱
1の柱面1aの幅方向の中心に鉄骨梁3を接合する場
合,即ち、角形鋼管柱1の柱面1aの幅方向の中心に鉛
直スチフナー30を隅肉溶接する場合について説明した
が、鉄骨梁3を偏心させて接合することもできる。この
場合、偏心させる方向に応じて、分割ダイアフラム2
3,24,24’,25,25’の大きさを適宜変更す
れば良い。
Although the above embodiment has been described with respect to a specific structure, the present invention is not limited to the above embodiment, and various modifications can be made without departing from the spirit of the present invention. For example, in any of the above embodiments, the steel beam 3 is joined to the center in the width direction of the column surface 1a of the square steel tube column 1, that is, the vertical stiffener 30 is attached to the center of the column surface 1a of the square steel tube column 1 in the width direction. Has been described, but the steel beam 3 can be eccentrically joined. In this case, according to the direction of eccentricity, the divided diaphragm 2
The size of 3, 24, 24 ', 25, 25' may be changed as appropriate.
【0046】また、上記実施形態に示すように、鉛直ス
チフナー30の上下端部をダイアフラム22の上面およ
び下面から若干突出させれば、鉛直スチフナー30と分
割ダイアフラム23,24,24’,25,25’とを
隅肉溶接する際に前記突出部分を利用して隅肉溶接が容
易に行えるが、鉛直スチフナー30の上下端部をダイア
フラム22の上面および下面から突出させないようにす
ることもできる。そのような場合は、図1〜図9に示す
2枚ずつのカバープレート41,42に代えて、それら
を合わせた大きさのカバープレートを1枚の幅広鋼板で
構成しても良い。
As shown in the above embodiment, if the upper and lower ends of the vertical stiffener 30 are slightly protruded from the upper and lower surfaces of the diaphragm 22, the vertical stiffener 30 and the divided diaphragms 23, 24, 24 ', 25, 25 are formed. The fillet welding can be easily performed by using the protruding portion when the fillet is welded to the ′, but the upper and lower ends of the vertical stiffener 30 may not be projected from the upper and lower surfaces of the diaphragm 22. In such a case, instead of the two cover plates 41 and 42 shown in FIG. 1 to FIG. 9, a cover plate having the combined size may be formed of one wide steel plate.
【0047】さらに、以上の各実施形態においては、1
本の鉄骨梁に対するダイアフラムと鉄骨梁との接合に、
カバープレートやウェブ継手板等の別部品を使用した
が、これら別部品を使用することなく、ダイアフラと鉄
骨梁のフランジ部および鉄骨梁のウェブ部と鉛直スチフ
ナーとを直接に溶接接合してもよい。また、鉄骨梁はH
形鋼の単一梁構造で説明したが、複梁や組立梁であって
もよい。
Further, in each of the above embodiments, 1
For joining a diaphragm and a steel beam to a steel beam,
Although separate components such as a cover plate and a web joint plate were used, the diaphragm and the flange portion of the steel beam and the web portion of the steel beam and the vertical stiffener may be directly welded and joined without using these separate components. . The steel beam is H
Although the single beam structure of the shaped steel has been described, a double beam or an assembled beam may be used.
【0048】また、鉛直スチフナー30の角形鋼管柱1
側上下角部には図示するように円弧状の切り欠き部31
を設けているが、このようにすることにより前述のよう
に鉛直スチフナー30と角形鋼管柱1との隅肉溶接部
と、ダイアフラム22と角形鋼管柱1との隅肉溶接部と
の交差を避けることができ、溶接の作業性を向上でき
る。ただし、このように円弧状の切り欠き部31を設け
ないようにしても良い。
Further, the square steel pipe column 1 of the vertical stiffener 30
At the upper and lower corners, an arc-shaped notch 31 as shown in FIG.
In this manner, as described above, the intersection between the fillet weld between the vertical stiffener 30 and the square steel tubular column 1 and the fillet weld between the diaphragm 22 and the square steel tubular column 1 are avoided. And the workability of welding can be improved. However, the arc-shaped notch 31 may not be provided.
【0049】また、カバープレート41,42は、図1
〜図9に示すように、各分割ダイアフラム23,24,
25,24’,25’の対峙する分割面部分から離隔さ
せても良いが、分割面部分と一致させるようにしても良
い。この場合、鉛直スチフナー30の上下端部をダイア
フラム22,22の上面および下面から突出させて、こ
の鉛直スチフナー30の上下端部をこれらのカバープレ
ート41,42に溶接接合するようにしても良い。
Also, the cover plates 41 and 42 are
As shown in FIG. 9, each divided diaphragm 23, 24,
25, 24 'and 25' may be separated from the opposing divided surface portion, or may be made to coincide with the divided surface portion. In this case, the upper and lower ends of the vertical stiffener 30 may protrude from the upper and lower surfaces of the diaphragms 22, 22, and the upper and lower ends of the vertical stiffener 30 may be welded to the cover plates 41, 42.
【0050】さらに、角形鋼管柱に2本の鉄骨梁を接合
する場合、図7(A),(B)および図8(A),
(B)に示すように角形鋼管柱の隣接する2柱面に各1
本の鉄骨梁を互いに90°になるように接合する代わり
に、角形鋼管柱の対向する2柱面に各1本の鉄骨梁を互
いに180°になるように接合するようにしても良い。
Further, when two steel beams are joined to a square steel tubular column, FIGS. 7 (A) and 7 (B) and FIGS.
(B) As shown in FIG.
Instead of joining the steel beams at 90 ° to each other, one steel beam may be joined at 180 ° to two opposing pillar surfaces of the rectangular steel tubular column.
【0051】さらにまた、上記各実施形態は、いずれも
角形鋼管柱と鉄骨梁の接合構造について説明したが、円
形鋼管柱と鉄骨梁の接合構造において実施することもで
きる。この場合、分割ダイアフラムの取付座部は円形鋼
管柱の柱面に沿って円弧状にすることは勿論である。
Furthermore, in each of the embodiments described above, the joint structure between the square steel tube column and the steel beam is described, but the embodiment can also be implemented in the joint structure between the circular steel tube column and the steel beam. In this case, it is a matter of course that the mounting seat portion of the divided diaphragm is formed in an arc shape along the column surface of the circular steel pipe column.
【0052】さらに、本発明はトラス構造における角形
鋼管や円形鋼管と外ダイアフラムの接合構造にも実施す
ることができる。即ち、角形鋼管柱または円形鋼管柱の
長手方向に所定間隔を空けて一対の分割型外ダイアフラ
ムを、それぞれ複数の分割ダイアフラムをスリット間隔
を設けて隅肉溶接して構成し、前記スリットには連結板
や鉛直スチフナーを挿入して鋼管柱および分割ダイアフ
ラムに隅肉溶接し、前記連結板や鉛直スチフナーの略中
央部に2本のロッドの端部を継手板を介してボルト接合
しても良い。
Further, the present invention can be applied to a joint structure of a square steel pipe or a circular steel pipe and an outer diaphragm in a truss structure. That is, a pair of split-type outer diaphragms are formed at predetermined intervals in the longitudinal direction of a square steel pipe column or a circular steel pipe column, and a plurality of split diaphragms are formed by fillet welding at slit intervals and connected to the slits. A plate or a vertical stiffener may be inserted and fillet welded to the steel pipe column and the divided diaphragm, and the ends of the two rods may be bolted to a substantially central portion of the connecting plate or the vertical stiffener via a joint plate.
【0053】[0053]
【発明の効果】本発明によれば、鋼管柱の柱面に直交さ
せて溶接された分割型外ダイアフラム形式の鋼管柱と鉄
骨梁の接合構造において、鋼管柱の柱面に直交する分割
型外ダイアフラムが、前記柱面に接合される鉄骨梁の位
置で分割された分割ダイアフラムで構成され、分割ダイ
アフラムが前記柱面から延在して隣接する柱面に溶接さ
れ、この分割ダイアフラムの先端部に1本の鉄骨梁を接
合したことを特徴とする鋼管柱と鉄骨梁の接合構造であ
るから、従来の分割型外ダイアフラムに比較し、応力集
中部分に溶接部をなくしたので、鉄骨梁の垂直方向に作
用する曲げモーメントを外ダイアフラムの圧縮力あるい
は引張力として鋼管柱のウェブ面(側面)に効果的に伝
達することができ、鋼管柱のフランジ面(前面)の鋼管
管壁の面外抵抗力と合わせて鉄骨梁曲げを確実に支持す
ることができる。
According to the present invention, in a joint structure of a steel pipe column and a steel beam of a split type outer diaphragm type welded perpendicular to the column surface of the steel pipe column, the split type outer pipe perpendicular to the column surface of the steel pipe column is provided. The diaphragm is constituted by a divided diaphragm divided at a position of a steel beam to be joined to the column surface, and the divided diaphragm is welded to an adjacent column surface extending from the column surface and is attached to a tip portion of the divided diaphragm. Since it is a joint structure of steel pipe columns and steel beams characterized by joining one steel beam, compared to the conventional split type outer diaphragm, there is no welded part in the stress concentration part, so the vertical of the steel beam The bending moment acting in the direction can be effectively transmitted as the compressive or tensile force of the outer diaphragm to the web surface (side surface) of the steel pipe column, and the out-of-plane resistance of the steel pipe wall at the flange surface (front surface) of the steel pipe column Power It is possible to securely support the bending steel beams combined.
【0054】また、本発明は鋼管柱と分割型外ダイアフ
ラムとの間の剪断抵抗にて鉄骨梁曲げモーメントを支持
するため、鋼管柱に対する分割型外ダイアフラムの溶接
強度条件を緩和でき、従来の高強度溶接である完全溶込
溶接に代えて例えば隅肉溶接など施工期間と施工コスト
の面で有利な溶接方法を採用することが可能となる。
Further, in the present invention, since the steel beam bending moment is supported by the shear resistance between the steel pipe column and the split type outer diaphragm, the welding strength condition of the split type outer diaphragm with respect to the steel pipe column can be relaxed. Instead of the full penetration welding, which is the strength welding, it is possible to employ a welding method that is advantageous in terms of the construction period and the construction cost, such as fillet welding.
【0055】さらに、分割型外ダイアフラムの各分割ダ
イアフラムの間にスリット間隔を積極的に形成すること
で、このスリット間隔に鉄骨梁のウェブ部を連結する連
結板や鉛直スチフナーを挿入して溶接接合することによ
り、耐震性に優れた鋼管柱と鉄骨梁の接合構造が提供で
きる。
Further, by actively forming a slit interval between each of the divided diaphragms of the split-type outer diaphragm, a connecting plate or a vertical stiffener for connecting the web portion of the steel beam is inserted into the slit interval and welded. By doing so, it is possible to provide a joint structure between a steel pipe column and a steel beam excellent in earthquake resistance.
【図面の簡単な説明】[Brief description of the drawings]
【図1】(A)は本発明の第1の具体的実施形態に係る
角形鋼管柱と鉄骨梁の接合構造における平面図、(B)
はその側面図である。
FIG. 1A is a plan view of a joint structure between a square steel tubular column and a steel beam according to a first specific embodiment of the present invention, and FIG.
Is a side view thereof.
【図2】(A)は図1の実施形態の接合構造における分
割型外ダイアフラムの構造を理解しやすいように一部を
分解した平面図、(B)はその側面図である。
2 (A) is a plan view partially exploded so that the structure of the split-type outer diaphragm in the joint structure of the embodiment of FIG. 1 is easily understood, and FIG. 2 (B) is a side view thereof.
【図3】(A)は本発明の第2の具体的実施形態に係る
角形鋼管柱と鉄骨梁の接合構造における平面図、(B)
はその側面図である。
FIG. 3A is a plan view of a joint structure between a square steel tubular column and a steel beam according to a second specific embodiment of the present invention, and FIG.
Is a side view thereof.
【図4】本発明の第3の具体的実施形態に係る角形鋼管
柱と鉄骨梁の接合構造における側面図である。
FIG. 4 is a side view of a joint structure between a square steel tubular column and a steel beam according to a third specific embodiment of the present invention.
【図5】(A)は本発明の第4の具体的実施形態に係る
角形鋼管柱と鉄骨梁の接合構造における平面図、(B)
はその側面図である。
FIG. 5A is a plan view of a joint structure between a square steel tubular column and a steel beam according to a fourth specific embodiment of the present invention, and FIG.
Is a side view thereof.
【図6】(A)は本発明の第5の具体的実施形態に係る
角形鋼管柱と鉄骨梁の接合構造における平面図、(B)
はその側面図である。
FIG. 6A is a plan view of a joint structure between a square steel tubular column and a steel beam according to a fifth specific embodiment of the present invention, and FIG.
Is a side view thereof.
【図7】(A)は本発明の第6の具体的実施形態に係る
角形鋼管柱と鉄骨梁の接合構造における平面図、(B)
はその側面図である。
FIG. 7A is a plan view of a joint structure between a square steel tubular column and a steel beam according to a sixth specific embodiment of the present invention, and FIG.
Is a side view thereof.
【図8】(A)は本発明の第7の具体的実施形態に係る
角形鋼管柱と鉄骨梁の接合構造における平面図、(B)
はその側面図である。
FIG. 8A is a plan view of a joint structure between a square steel tubular column and a steel beam according to a seventh specific embodiment of the present invention, and FIG.
Is a side view thereof.
【図9】(A)は本発明の第8の具体的実施形態に係る
角形鋼管柱と鉄骨梁の接合構造における平面図、(B)
はその側面図である。
FIG. 9A is a plan view of a joint structure between a square steel tubular column and a steel beam according to an eighth specific embodiment of the present invention, and FIG.
Is a side view thereof.
【図10】(A)は従来の角形鋼管柱と鉄骨梁の接合構
造を示す平面図、(B)はその側面図である。
FIG. 10A is a plan view showing a conventional joint structure between a rectangular steel tubular column and a steel beam, and FIG. 10B is a side view thereof.
【符号の説明】[Explanation of symbols]
1 鋼管柱(角形鋼管柱) 1a 柱面 3,3’ 鉄骨梁 3a ウェブ部 3b フランジ部 22,22’ 分割型外ダイアフラム 23,24,24’,25,25’ 分割ダイアフラム 23a,24a,25a 取付座部 23b,24b,25b 梁接合部 23c,24c,25c 分割面部分 30 鉛直スチフナー 41,42 カバープレート 50,51,52 高力ボルト 61,62 ウェブ継手板 70 内ダイアフラム DESCRIPTION OF SYMBOLS 1 Steel pipe column (square steel pipe column) 1a Column surface 3,3 'Steel beam 3a Web part 3b Flange part 22,22' Split type outer diaphragm 23,24,24 ', 25,25' Split diaphragm 23a, 24a, 25a Mounting Seat 23b, 24b, 25b Beam joint 23c, 24c, 25c Dividing surface portion 30 Vertical stiffener 41, 42 Cover plate 50, 51, 52 High-strength bolt 61, 62 Web joint plate 70 Inner diaphragm
───────────────────────────────────────────────────── フロントページの続き (72)発明者 松尾 隆一 兵庫県西宮市津門西口町2−26 株式会社 新井組内 (72)発明者 越智 建之 熊本市龍田町弓削947−6 Fターム(参考) 2E125 AA04 AA14 AB01 AB16 AB17 AC15 AC16 AG03 AG04 AG12 AG41 BB01 BB03 BB22 BC09 BD01 BE02 BE05 BE08 CA05 CA06 CA14 CA90 EA00  ────────────────────────────────────────────────── ─── Continued on the front page (72) Inventor Ryuichi Matsuo 2-26 Tsumon Nishiguchicho, Nishinomiya-shi, Hyogo Arai-gumi Co., Ltd. (72) Inventor Tateyuki Ochi 947-6 Yuge, Tatsutacho, Kumamoto-shi F-term (reference) 2E125 AA04 AA14 AB01 AB16 AB17 AC15 AC16 AG03 AG04 AG12 AG41 BB01 BB03 BB22 BC09 BD01 BE02 BE05 BE08 CA05 CA06 CA14 CA90 EA00

Claims (8)

    【特許請求の範囲】[Claims]
  1. 【請求項1】 鋼管柱の柱面に直交させて溶接された外
    ダイアフラム形式の鋼管柱と鉄骨梁の接合構造におい
    て、 鋼管柱の柱面に直交する外ダイアフラムが、前記柱面に
    接合される鉄骨梁の位置で分割された分割ダイアフラム
    で構成され、分割ダイアフラムが前記柱面から延在して
    隣接する柱面に溶接され、この分割ダイアフラムの先端
    部に鉄骨梁のフランジを接合したことを特徴とする鋼管
    柱と鉄骨梁の接合構造。
    1. A joint structure of an outer diaphragm type steel pipe column and a steel beam welded perpendicular to a column surface of a steel tube column, wherein an outer diaphragm perpendicular to the column surface of the steel tube column is joined to the column surface. It is composed of a divided diaphragm divided at the position of the steel beam, the divided diaphragm is extended from the column surface and welded to an adjacent column surface, and a flange of the steel beam is joined to a tip end of the divided diaphragm. The joint structure of steel pipe columns and steel beams.
  2. 【請求項2】 上記分割ダイアフラムにおける角形鋼管
    柱の柱面と直交する方向の分割面部分を、一定のスリッ
    ト間隔で分離対向させたことを特徴とする請求項1に記
    載の鋼管柱と鉄骨梁の接合構造。
    2. The steel pipe column and the steel beam according to claim 1, wherein divisional portions in the direction orthogonal to the column surface of the rectangular steel pipe column in the divided diaphragm are separated and opposed at a fixed slit interval. Joint structure.
  3. 【請求項3】 上記のスリットには、鉄骨梁のウェブの
    応力を伝達するための鉛直スチフナーを挿入して、分割
    ダイアフラムと鋼管柱とに隅肉溶接したことを特徴とす
    る請求項1または2に記載の鋼管柱と鉄骨梁の接合構
    造。
    3. The slit according to claim 1 or 2, wherein a vertical stiffener for transmitting the stress of the web of the steel beam is inserted into the slit, and fillet welding is performed on the divided diaphragm and the steel pipe column. A joint structure between a steel pipe column and a steel beam described in 1.
  4. 【請求項4】 上記鋼管柱が角形鋼管柱であり、角形鋼
    管柱の任意の1柱面に直交する外ダイアフラムが、前記
    1柱面に接合される鉄骨梁の位置で2分割された分割ダ
    イアフラムで構成され、各分割ダイアフラムが前記1柱
    面からこの1柱面の隣りの柱面に対して延在して各柱面
    に溶接され、この分割ダイアフラムの先端部に鉄骨梁の
    フランジを接合したことを特徴とする請求項1ないし3
    のいずれかに記載の鋼管柱と鉄骨梁の接合構造。
    4. A divided diaphragm in which said steel pipe column is a rectangular steel pipe column, and an outer diaphragm orthogonal to any one of the rectangular steel pipe columns is divided into two at a position of a steel beam to be joined to said one column surface. And each of the divided diaphragms extends from the one column surface to the column surface adjacent to the one column surface and is welded to each column surface, and a flange of a steel frame beam is joined to a tip end of the divided diaphragm. 4. The method according to claim 1, wherein
    A joint structure between a steel pipe column and a steel beam according to any one of the above.
  5. 【請求項5】 上記角形鋼管柱の隣接する2柱面のコー
    ナー部を除くあるいはコーナー部を含めて柱面に2枚の
    各分割ダイアフラムを隅肉溶接したことを特徴とする請
    求項4に記載の鋼管柱と鉄骨梁の接合構造。
    5. The method according to claim 4, wherein each of the two divided diaphragms is fillet-welded to a column surface excluding a corner portion of two adjacent column surfaces of the rectangular steel pipe column or including the corner portion. Steel tube column and steel beam joint structure.
  6. 【請求項6】 上記角形鋼管柱の任意の1柱面に取り付
    けられる2枚の分割ダイアフラムと、前記1柱面に隣接
    する別の1柱面に取り付けられる2枚の分割ダイアフラ
    ムの内、隣接する2柱面のコーナー部側に在って相互に
    隣接する2つの分割ダイアフラムが一体製作された1枚
    の分割ダイアフラムであることを特徴とする請求項4ま
    たは5に記載の鋼管柱と鉄骨梁の接合構造。
    6. Two divided diaphragms attached to an arbitrary one of the rectangular steel pipe columns and two divided diaphragms attached to another one of the column surfaces adjacent to the one of the prismatic columns are adjacent to each other. 6. The steel pipe column and the steel beam beam according to claim 4 or 5, wherein two divided diaphragms adjacent to each other on the corner portion side of the two column faces are integrally formed. Joint structure.
  7. 【請求項7】 上記鋼管柱が円形鋼管柱であることを特
    徴とする請求項1ないし3のいずれかに記載の鋼管柱と
    鉄骨梁の接合構造。
    7. The joint structure between a steel tube column and a steel beam according to claim 1, wherein the steel tube column is a circular steel tube column.
  8. 【請求項8】 上記接合構造がトラス構造であることを
    特徴とする請求項1ないし7のいずれかに記載の鋼管柱
    と鉄骨梁の接合構造。
    8. The joint structure between a steel pipe column and a steel beam according to claim 1, wherein the joint structure is a truss structure.
JP2000373364A 2000-12-07 2000-12-07 Joint structure of steel pipe column and steel beam Expired - Fee Related JP3605756B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2000373364A JP3605756B2 (en) 2000-12-07 2000-12-07 Joint structure of steel pipe column and steel beam

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2000373364A JP3605756B2 (en) 2000-12-07 2000-12-07 Joint structure of steel pipe column and steel beam

Publications (2)

Publication Number Publication Date
JP2002173978A true JP2002173978A (en) 2002-06-21
JP3605756B2 JP3605756B2 (en) 2004-12-22

Family

ID=18842768

Family Applications (1)

Application Number Title Priority Date Filing Date
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Country Link
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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB2402986A (en) * 2003-06-18 2004-12-22 Victor Buyck Hollandia Joint V Joining beams to supporting columns
JP2007217984A (en) * 2006-02-17 2007-08-30 Okabe Co Ltd Column-beam joining structure
KR101431009B1 (en) * 2012-11-05 2014-09-23 (주)한국건설공법 A temporary skeleton structure used a top down underground construction method

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB2402986A (en) * 2003-06-18 2004-12-22 Victor Buyck Hollandia Joint V Joining beams to supporting columns
GB2402986B (en) * 2003-06-18 2006-06-28 Victor Buyck Hollandia Joint V Extreme event beam link connection
JP2007217984A (en) * 2006-02-17 2007-08-30 Okabe Co Ltd Column-beam joining structure
KR101431009B1 (en) * 2012-11-05 2014-09-23 (주)한국건설공법 A temporary skeleton structure used a top down underground construction method

Also Published As

Publication number Publication date
JP3605756B2 (en) 2004-12-22

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