JPH06240754A - Structure of column/beam connection part - Google Patents
Structure of column/beam connection partInfo
- Publication number
- JPH06240754A JPH06240754A JP5024177A JP2417793A JPH06240754A JP H06240754 A JPH06240754 A JP H06240754A JP 5024177 A JP5024177 A JP 5024177A JP 2417793 A JP2417793 A JP 2417793A JP H06240754 A JPH06240754 A JP H06240754A
- Authority
- JP
- Japan
- Prior art keywords
- column
- steel
- steel pipe
- pipe column
- diaphragm
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Abstract
Description
【０００１】[0001]
【産業上の利用分野】本発明はコンクリート充填箱形断
面鋼管柱とＨ形断面鉄骨梁との柱・梁接合部構造に係る
ものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a column-beam joint structure of a concrete-filled box-section steel pipe column and an H-section steel beam.
【０００２】[0002]
【従来の技術】コンクリート充填箱形断面鋼管柱ＡとＨ
形断面鉄骨梁Ｂとの接合部には、柱・梁間の応力伝達
上、及び補強の目的でダイヤフラムＣの配置が必要であ
る。同ダイヤフラムの配置方法によって従来の構造は、
（イ）柱・梁接合部を水平に貫通する梁の上、下各フラ
ンジ位置で切断された柱の端面に接合する通しダイヤフ
ラム形式（図９参照）（ロ）柱を切断せず接合部を垂直
に貫通する柱貫通形式における柱内部の梁上、下各フラ
ンジ位置に入れる内ダイヤフラムＣ′補強形式（図１０
参照）（ハ）同じく柱貫通形式で、柱外周部の梁の上、
下各フランジ位置にダイヤフラムＣ″を入れる外ダイヤ
フラム形式（図１１参照）の３種類に大別される。2. Description of the Related Art Concrete-filled box-shaped cross-section steel pipe columns A and H
At the joint with the steel cross-section beam B, it is necessary to dispose the diaphragm C for the purpose of stress transmission between columns and beams and for the purpose of reinforcement. According to the method of arranging the diaphragm, the conventional structure is
(A) Through-diaphragm type (see Fig. 9) that joins the end faces of the pillars cut at the upper and lower flange positions of the beam that horizontally penetrates the pillar-beam joints (b) Inner diaphragm C'reinforcing type (Fig. 10) to be inserted in the upper and lower flange positions inside the column in the vertically penetrating type.
(Refer to (c)) In the same way, through the column, on the beam at the outer periphery of the column,
It is roughly classified into three types, an outer diaphragm type (see FIG. 11) in which a diaphragm C ″ is inserted in each lower flange position.
【０００３】前記（イ）（ロ）の場合は鋼管柱にコンク
リートを充填するために、ダイヤフラムにはかなり大き
な円形、若しくは方形の孔Ｄを設けるとともに、エヤ抜
き孔Ｅを穿設している。前記（イ）（ロ）（ハ）のいず
れの補強形式の場合にも、箱形断面鋼管柱の鋼板厚さに
関係なく、梁フランジの鋼板厚と同厚以上の板厚のダイ
ヤフラムを配置するのが一般的である。図中Ｆは柱充填
コンクリートである。In the cases (a) and (b), in order to fill the steel pipe pillar with concrete, the diaphragm is provided with a considerably large circular or rectangular hole D and an air vent hole E is bored. In any of the reinforcement types (a), (b), and (c), regardless of the steel plate thickness of the box-section steel pipe column, a diaphragm having a plate thickness equal to or greater than the beam flange steel plate thickness is arranged. Is common. In the figure, F is column-filled concrete.
【０００４】[0004]
【発明が解決しようとする課題】前記（イ）（ロ）の場
合には、柱内に対するコンクリートの充填が難しく、ま
たダイヤフラム下端面に充填コンクリートのブリージン
グによる隙間を生じやすく、軸力の伝達が不明確になり
易い。また（イ）の場合、ダイヤフラム接合のために切
断された柱の上下分離部材を、ダイヤフラム接合後に溶
接しなければならす、施工に多大の手間を要するばかり
でなく、柱の精度の確保が難しい。In the cases of (a) and (b), it is difficult to fill the inside of the column with concrete, and a gap is easily generated on the lower end surface of the diaphragm due to the breathing of the filled concrete, so that the transmission of the axial force is difficult. Easy to be unclear. Further, in the case of (a), the upper and lower separating members of the column cut for the diaphragm joining have to be welded after the diaphragm joining, not only a great deal of work is required for the construction, but also the securing of the precision of the column is difficult.
【０００５】更に（ロ）の場合では、ダイヤフラム接合
のため大入熱のエレクトロスラグ溶接が用いられ、溶接
境界部の衝撃靱性値の低下が問題となる。前記（イ）
（ロ）の各問題点は、近年、高層建物に多く用いられる
ようになった極厚の鋼管の場合、より一層大きな問題と
なっている。更にまた前記（ハ）ではコンクリートの充
填性は良好であるが、ダイヤフラムの溶接量が多く、そ
の加工が面倒である他に、建物外周部、階段廻りでは、
ダイヤフラムのために収りが悪く、意匠計画上の問題点
になっている。In the case of (b), electroslag welding with a large heat input is used for the diaphragm joining, and there is a problem that the impact toughness value at the weld boundary is lowered. (A)
The problems (b) and (b) become more serious problems in the case of the extremely thick steel pipe, which has been widely used in high-rise buildings in recent years. Furthermore, in the above (c), the concrete filling property is good, but the welding amount of the diaphragm is large and the processing is troublesome.
Due to the diaphragm, it does not fit well, which is a problem in design planning.
【０００６】以上の各補強形式の施工上、力学上、計画
上の各問題点の他に、（イ）（ロ）（ハ）の共通の力学
上の問題点として、これら補強形式では、梁ウエブｂ2
が取付く柱のフランジａ1 の面外曲げ剛性が梁ウエブｂ
2 の面内剛性に比して相対的に小さいため、ウエブの強
度は梁全域に亘っては有効にならない点が挙げられる。
更に柱に取付く鉄骨梁の梁成が、左、右、または直交方
向で異る場合、梁成は同じでも、左、右または直交方向
で柱に取付く位置が異る場合において、前記（イ）
（ロ）（ハ）のいずれの補強形式においても、夫々の梁
の各上下フランジ位置と対応した位置にダイヤフラムを
配設することが一般に必要てあって、その部分の柱、梁
接合部には多段のダイヤフラムが配設されることとな
り、鉄骨加工、溶接施工が複雑になるとともに、
（イ）、（ロ）の場合にはコンクリートの充填が極めて
困難となる。（図１２、１３、１４、参照）図中ａ2 は
柱ウエブ、ｂ1は梁フランジである。In addition to the above-mentioned problems in construction, dynamics, and planning of each reinforcement type, there are common mechanical problems in (a), (b), and (c). Web b 2
Beam web b but out-of-plane bending rigidity of the flange a 1 attachment rather pillars
The strength of the web is not effective over the entire beam because it is relatively smaller than the in-plane rigidity of 2 .
Furthermore, when the beam composition of the steel beam attached to the column is different in the left, right, or orthogonal directions, even if the beam composition is the same, the position attached to the column in the left, right, or orthogonal directions is different. I)
In both of the reinforcement types (b) and (c), it is generally necessary to dispose a diaphragm at a position corresponding to each upper and lower flange position of each beam, and the column and beam joints of that part Since a multi-stage diaphragm will be installed, steel frame processing and welding will be complicated, and
In cases (a) and (b), it becomes extremely difficult to fill the concrete. (See FIGS. 12, 13, and 14) In the drawings, a 2 is a column web, and b 1 is a beam flange.
【０００７】本発明は前記従来技術の有する問題点に鑑
みて提案されたもので、その目的とする処は、柱に対す
るコンクリートの充填を良好にし、柱、梁接合部の補強
方法を鉄骨加工、溶接施工共に容易な形式とするととも
に、梁ウエブの強度を、梁成全体に亘って発揮せしめる
柱・梁接合部を提供する点にある。The present invention has been proposed in view of the above-mentioned problems of the prior art. The object of the present invention is to improve the filling of the concrete with the columns and to reinforce the columns and beam joints by steel frame processing. The point is to provide a column-beam joint that allows the strength of the beam web to be exerted throughout the beam formation, while making the welding process easy.
【０００８】[0008]
【課題を解決するための手段】前記の目的を達成するた
め、本発明に係る柱・梁接合部構造は、前記鋼管柱の鋼
板厚が柱成の１／10〜１／15より小さい場合には、柱貫
通形式の鋼管柱にＨ形鉄骨柱を接合するとともに、前記
鋼管柱を構成する各鋼板の内側に形鋼、鋼板よりなる垂
直スチフナーを、前記柱に取付く前記各梁の上下フラン
ジ位置より長い区間に亘って取付けて構成されている。In order to achieve the above object, the column-beam joint structure according to the present invention is provided when the steel plate thickness of the steel pipe column is smaller than 1/10 to 1/15 of column formation. Is an H-shaped steel frame column joined to a column-penetrating type steel pipe column, and a vertical stiffener made of a shaped steel plate and a steel plate is attached to the inside of each steel plate forming the steel pipe column. It is configured to be attached over a section longer than the position.
【０００９】[0009]
【作用】骨組架構の耐震設計の基本は、柱及び柱・梁接
合部の耐力を、梁の曲げ耐力に比して強くすることによ
って、梁端ヒンジ部において十分なエネルギー吸収能力
を確保することにある。従って本発明においても梁の曲
げ耐力に比して柱・梁接合部は十分に強いことが要求さ
れる。[Function] The basis of the seismic design of the frame structure is to secure sufficient energy absorption capacity at the beam end hinge by strengthening the strength of the column and the joint between the pillar and beam in comparison with the bending strength of the beam. It is in. Therefore, also in the present invention, the column-beam joint is required to be sufficiently stronger than the bending strength of the beam.
【００１０】而して箱形断面鋼管柱にＨ形断面鉄骨梁が
取付く柱・梁接合部では、森田らの研究（注１）を参考
にすれば、ダイヤフラムによって梁フランジの力を伝達
する他に、梁の取付く柱フランジａ1 の面外抵抗（図７
参考）によって梁からの力を伝達できる。 〔注１〕 森田耕次、江波戸和正、渡辺仁、山本昇、安
田博和、里見孝之：箱形断面柱─Ｈ形断面はり接合部の
ダイヤフラム補強に関する研究─、接合部降伏耐力の評
価─、日本建築学会構造系論文集、第３８８号、昭和６
３年６月、ＰＰ１００〜１１１ 本発明によれば、前記鋼管柱の面外抵抗の外に、同鋼管
柱を構成する各鋼板の内側に、同柱に取くＨ形鉄骨梁の
上下フランジ位置より長い区間に亘って取付けられた前
記垂直スチフナーの抵抗によって、梁フランジからの力
を伝達できるとともに、梁ウエブからの力の伝達も可能
となり、（図８参照）柱に対するコンクリートの充填を
良好にし、柱・梁接合部の補強方法を鉄骨加工、溶接施
工共に容易な形式とするとともに、梁ウエブの強度を梁
成全体に亘って発揮せしめることができる。In the column-beam joint where the H-section steel beam is attached to the box-section steel pipe column, the force of the beam flange is transmitted by the diaphragm, referring to Morita's study (Note 1). In addition, the out-of-plane resistance of the beam mounting column flange a 1 (see FIG.
The force from the beam can be transmitted by (reference). [Note 1] Koji Morita, Kazumasa Ebado, Hitoshi Watanabe, Noboru Yamamoto, Hirokazu Yasuda, Takayuki Satomi: Box Section Columns-Study on Diaphragm Reinforcement of H-Shaped Beam Joints-, Evaluation of Yield Strength of Joints-, Japan Architectural Institute of Japan, 388, Showa 6
June 3rd, PP100-111 According to the present invention, in addition to the out-of-plane resistance of the steel pipe column, the inside and outside of each steel plate constituting the steel pipe column, the upper and lower flange positions of the H-shaped steel beam taken on the column. Due to the resistance of the vertical stiffener attached over a longer section, it is possible to transmit the force from the beam flange as well as the force from the beam web (see Fig. 8) to improve the concrete filling of the columns. In addition, the method of reinforcing the column / beam joint can be made easy for both steel frame processing and welding, and the strength of the beam web can be exerted throughout the beam formation.
【００１１】[0011]
【実施例】以下、本発明を図示の実施例について説明す
る。図１乃至図５は本発明の各実施例を示し、図６に示
すように、前記柱Ａに対する前記梁Ｂの取付き方が比較
的複雑な場合を示している。即ち梁成は、左梁Ｂ1 直交
手前側梁Ｂ3 、直交向い側梁Ｂ4 が同じで右梁Ｂ2が前
記各梁より小さくて、梁の取付位置は直交手前側梁が他
の３つの梁に比して低い位置に取付き、他の３つの梁の
上フランジは同一レベルに取付られている例を示す。The present invention will be described below with reference to the illustrated embodiments. 1 to 5 show the respective embodiments of the present invention, and as shown in FIG. 6, the case where the method of attaching the beam B to the pillar A is relatively complicated is shown. That is, the beam is composed of the left beam B 1 and the front beam B 3 which are orthogonal to each other, the right side beam B 4 being the same, and the right beam B 2 being smaller than the above-mentioned beams, and the beam mounting position is 3 in the front beam. An example is shown in which the beam is mounted at a lower position than one beam, and the upper flanges of the other three beams are mounted at the same level.
【００１２】図１、図２、図３、及び図４並に図５に示
す実施例において、垂直スチフナー１は夫々Ｔ形鋼、等
辺山形鋼、不等辺山形鋼及び平鋼板並に溝型鋼より構成
され、鋼管柱Ａを構成する各鋼板に、柱に取付く各梁の
上下フランジ２、３位置より長い区間に亘って配設さ
れ、前記柱Ａに溶着されている。前記スチフナーの取付
け長さは梁成によって異なるが前記実施例では同一種類
で同一寸法の各垂直スチフナー１を取付けた例が示され
ている。一般には鋼管柱Ａに取付く鉄骨梁Ｂの寸法、及
び同梁Ｂが取付く柱の寸法、フランジ、ウエブの厚さに
より、垂直スチフナー１の形状、種類、寸法を変えるこ
とによって、梁から柱に対する力の伝達が確実に行なわ
れるように設計される。従って、梁の寸法、同梁の取付
く柱の寸法、板厚によって、梁からの力の伝達を柱に確
実に行うという条件のもとで垂直スチフナーの形状、種
類、寸法の組合せを任意に選択する。In the embodiment shown in FIG. 1, FIG. 2, FIG. 3, and FIG. 4, as well as FIG. 5, the vertical stiffener 1 is made of T-section steel, equilateral angle steel, unequal angle steel and flat steel sheet as well as grooved steel, respectively. Each of the steel plates constituting the steel pipe pillar A is arranged over a section longer than the upper and lower flanges 2 and 3 of each beam attached to the pillar, and is welded to the pillar A. Although the attachment length of the stiffener varies depending on the beam formation, in the above-described embodiment, an example is shown in which the vertical stiffeners 1 of the same type and the same size are attached. Generally, by changing the shape, type, and size of the vertical stiffener 1 depending on the dimensions of the steel beam B to be attached to the steel pipe column A, and the dimensions, flanges, and web thicknesses of the columns to which the beam B is to be attached, the columns from the beams can be changed. It is designed to ensure the transmission of force to. Therefore, depending on the size of the beam, the size of the mounting column of the beam, and the plate thickness, it is possible to arbitrarily combine the shape, type and size of the vertical stiffener under the condition that the force from the beam is transmitted to the column reliably. select.
【００１３】前記実施例によれば、前記鋼管柱Ａは図７
（イ）（ロ）に示すように、同柱Ａの面外抵抗の外に、
同鋼管柱Ａを構成する各鋼板の内側にＨ形断面鉄骨梁Ｂ
の上下フランジ２、３の取付位置より長い区間に亘って
取付けられた垂直スチフナー１の抵抗により、梁フラン
ジからの力の伝達が確実に行なわれ梁ウエブｂ2 からの
力の伝達も可能となる。According to the above-mentioned embodiment, the steel pipe column A is shown in FIG.
(A) As shown in (b), in addition to the out-of-plane resistance of the pillar A,
Inside each steel plate that composes the same steel pipe column A, an H-shaped steel beam B
Due to the resistance of the vertical stiffener 1 mounted over a section longer than the mounting position of the upper and lower flanges 2 and 3, the force transmission from the beam flange is surely performed and the force transmission from the beam web b 2 is also possible. .
【００１４】[0014]
【発明の効果】本発明に係る柱・梁接合部は前記したよ
うに、鋼管柱のフランジの曲げ剛性を、その内側に形
鋼、鋼板等から構成された垂直スチフナーを同柱に取付
く梁の上下フランジ位置より長い区間に亘って取付ける
という極めて簡単な手段で高めることができ、梁からの
力の伝達を円滑にするとともに、梁ウエブの強度を梁成
全長に亘って発揮せしめることができる。As described above, the column-beam joint portion according to the present invention is a beam in which the bending rigidity of the flange of the steel pipe column is attached to the column with a vertical stiffener made of shaped steel, steel plate or the like. It can be increased by an extremely simple means of mounting over a section longer than the upper and lower flange positions, and the force transmission from the beam can be made smooth and the strength of the beam web can be exerted over the entire length of the beam. .
【００１５】また前記垂直スチフナーは、鋼管柱の製作
時に、鋼管柱のフランジ及びウエブとなる、各鋼板の内
側に予め取付けるだけでよいので、前記スチフナーの柱
に対する取付が簡単に行われ、製作時間の短縮、製作コ
ストの節減が可能になる。また本発明は鋼管柱内に垂直
スチフナーを配設する柱貫通形式の柱・梁接合部構造で
あるから、柱精度が確保され、前記外ダイヤフラム補強
方式のように意匠計画上の問題がなくなるとともに、柱
内へのコンクリートの充填が容易且つ確実に行なわれ、
この結果本発明は、柱に取付く鉄骨成が左右、前後方向
で異なり、柱取付位置が異なる場合でも問題なく適用さ
れる。Further, since the vertical stiffener only needs to be previously attached to the inside of each steel plate which becomes the flange and the web of the steel pipe column when the steel pipe column is produced, the attachment of the stiffener to the column can be easily performed, and the manufacturing time can be reduced. It is possible to reduce the manufacturing cost and the manufacturing cost. Further, since the present invention is a column-beam joint structure of a column penetration type in which a vertical stiffener is arranged in a steel pipe column, column accuracy is ensured and there is no problem in design planning like the outer diaphragm reinforcing system. , Filling the pillars with concrete easily and reliably,
As a result, the present invention can be applied without problems even when the steel frames attached to the columns are different in the left-right and front-rear directions and the column attachment positions are different.
【００１６】更に本発明によれば内ダイヤフラムがな
く、大入熱のエレクトロスラグ溶接による溶接境界部の
衝撃靱性値の衝撃靱性値の低下が問題とならない利点が
ある。Further, according to the present invention, there is no inner diaphragm, and there is an advantage that the reduction of the impact toughness value of the weld boundary portion due to the electroslag welding with a large heat input does not pose a problem.
【図１】本発明に係る柱・梁接合部構造の一実施例を示
し、（イ）（ロ）（ハ）は夫々その平断面図及び、矢視
イ−イ図並に矢視ロ−ロ図である。FIG. 1 shows an embodiment of a column-beam joint structure according to the present invention, in which (a), (b), and (c) are plane cross-sectional views and arrow views, respectively. It is a figure.
【図２】本発明の他の実施例を示し、（イ）はその平断
面図、（ロ）はその矢視イ−イ図である。2A and 2B show another embodiment of the present invention, in which FIG. 2A is a plan sectional view thereof, and FIG.
【図３】本発明の他の実施例を示し、（イ）はその平面
図、（ロ）はその矢視イ−イ図である。FIG. 3 shows another embodiment of the present invention, in which (a) is a plan view thereof and (b) is an arrow view thereof.
【図４】本発明の他の実施例を示し、（イ）はその平面
図、（ロ）はその矢視イ−イ図である。FIG. 4 shows another embodiment of the present invention, in which (a) is a plan view thereof and (b) is an arrow view thereof.
【図５】本発明の更に他の実施例を示し、（イ）はその
平面図、（ロ）はその矢視イ−イ図である。5A and 5B show still another embodiment of the present invention, in which FIG. 5A is a plan view thereof, and FIG.
【図６】本発明の適用される柱と梁の接合部における両
者の位置関係を示す斜視図である。FIG. 6 is a perspective view showing a positional relationship between a column and a beam joint to which the present invention is applied.
【図７】（イ）（ロ）は柱フランジの面外抵抗を説明す
る斜視図及び平断面図である。7A and 7B are a perspective view and a plan sectional view for explaining the out-of-plane resistance of the column flange.
【図８】（イ）（ロ）（ハ）は柱フランジの面外抵抗及
び垂直スチフナーの抵抗を説明する平断面図及び縦断面
図並に正面図である。8A, 8B, and 8C are a plan sectional view, a vertical sectional view, and a front view for explaining the out-of-plane resistance of a column flange and the resistance of a vertical stiffener.
【図９】（イ）（ロ）は従来構造の一例を示す平断面図
及び立面図である。9A and 9B are a plan sectional view and an elevation view showing an example of a conventional structure.
【図１０】（イ）（ロ）は従来構造の他の例を示す平断
面図及び立面図である。10A and 10B are a plan sectional view and an elevation view showing another example of the conventional structure.
【図１１】（イ）（ロ）は従来構造の更に他の例を示す
平断面図及び立面図である。11A and 11B are a plan sectional view and an elevation view showing still another example of the conventional structure.
【図１２】ダイヤフラムが多段式に配設された従来構造
の１例を示す立面図である。FIG. 12 is an elevation view showing an example of a conventional structure in which diaphragms are arranged in multiple stages.
【図１３】前記従来構造の他の１例を示す立面図であ
る。FIG. 13 is an elevation view showing another example of the conventional structure.
【図１４】前記従来構造の更に他の例を示す立面図であ
る。FIG. 14 is an elevational view showing still another example of the conventional structure.
Ａ 充填箱形断面鋼管柱 Ｂ Ｈ形断面鉄骨梁 Ｃ ダイヤフラム Ｃ′ ダイヤフラム Ｃ″ ダイヤフラム Ｄ 孔 Ｅ エヤー抜き Ｆ コンクリート ａ1 柱フランジ ａ2 柱ウエブ ｂ1 梁フランジ ｂ2 ウエブ １ 垂直スチフナー ２ 梁上フランジ ３ 梁下フランジA Filled box section Steel tube column B H section Steel beam C Diaphragm C ′ Diaphragm C ″ Diaphragm D Hole E Air removal F Concrete a 1 Column flange a 2 Column web b 1 Beam flange b 2 Web 1 Vertical stiffener 2 Beam top flange 3 Beam lower flange
───────────────────────────────────────────────────── フロントページの続き (72)発明者 森田 耕次 千葉県鎌ヶ谷市東初富４−14−２ (72)発明者 鈴木 孝彦 千葉県富津市新富20−１ 新日本製鐵株式 会社技術開発本部内 ─────────────────────────────────────────────────── ─── Continuation of the front page (72) Inventor Koji Morita 4-14-2 Higashi-Hatsutomi, Kamagaya-shi, Chiba (72) Inventor Takahiko Suzuki 20-1 Shintomi, Futtsu-shi, Chiba Nippon Steel Co., Ltd.
Claims (1)
鉄骨梁との柱・梁接合部構造において、前記鋼管柱の鋼
板厚が柱成の１／10〜１／15より小さい場合に、柱貫通
形式の鋼管柱にＨ形鉄骨柱を接合するとともに、前記鋼
管柱を構成する各鋼板の内側に形鋼、鋼板よりなる垂直
スチフナーを、前記柱に取付く前記各梁の上下フランジ
位置より長い区間に亘って取付けてなることを特徴とす
る柱・梁接合部構造。1. A column-beam joint structure between a concrete-filled box-shaped cross-section steel pipe column and an H-shaped steel beam, when the steel plate thickness of the steel pipe column is smaller than 1/10 to 1/15 of the column formation, the column An H-shaped steel frame column is joined to a penetrating type steel pipe column, and a vertical stiffener made of a shaped steel plate and a steel plate is attached to the inside of each steel plate forming the steel pipe column, which is longer than the upper and lower flange positions of each beam that is attached to the column. A column-beam joint structure characterized by being installed over a section.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5024177A JPH06240754A (en) | 1993-02-12 | 1993-02-12 | Structure of column/beam connection part |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5024177A JPH06240754A (en) | 1993-02-12 | 1993-02-12 | Structure of column/beam connection part |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH06240754A true JPH06240754A (en) | 1994-08-30 |
Family
ID=12131073
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP5024177A Pending JPH06240754A (en) | 1993-02-12 | 1993-02-12 | Structure of column/beam connection part |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH06240754A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4890152A (en) * | 1986-02-14 | 1989-12-26 | Matsushita Electric Works, Ltd. | Plastic molded chip carrier package and method of fabricating the same |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS63134026U (en) * | 1987-02-23 | 1988-09-01 | ||
| JPS6490349A (en) * | 1987-09-30 | 1989-04-06 | Takenaka Komuten Co | Square steel pipe/concrete pillar |
| JPH01318633A (en) * | 1988-06-16 | 1989-12-25 | Mitsui Constr Co Ltd | Construction for panel zone building |
| JPH0339534A (en) * | 1989-07-07 | 1991-02-20 | Kakegai Yasuo | Column-beam joint structure |
| JPH0452353A (en) * | 1990-06-20 | 1992-02-20 | Kawasaki Steel Corp | Steel pipe concrete pole |
| JPH04106256A (en) * | 1990-08-24 | 1992-04-08 | Kawasaki Steel Corp | Steel pipe concrete column |
-
1993
- 1993-02-12 JP JP5024177A patent/JPH06240754A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS63134026U (en) * | 1987-02-23 | 1988-09-01 | ||
| JPS6490349A (en) * | 1987-09-30 | 1989-04-06 | Takenaka Komuten Co | Square steel pipe/concrete pillar |
| JPH01318633A (en) * | 1988-06-16 | 1989-12-25 | Mitsui Constr Co Ltd | Construction for panel zone building |
| JPH0339534A (en) * | 1989-07-07 | 1991-02-20 | Kakegai Yasuo | Column-beam joint structure |
| JPH0452353A (en) * | 1990-06-20 | 1992-02-20 | Kawasaki Steel Corp | Steel pipe concrete pole |
| JPH04106256A (en) * | 1990-08-24 | 1992-04-08 | Kawasaki Steel Corp | Steel pipe concrete column |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4890152A (en) * | 1986-02-14 | 1989-12-26 | Matsushita Electric Works, Ltd. | Plastic molded chip carrier package and method of fabricating the same |
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