JPH06240756A - Structure of column/beam connection part - Google Patents
Structure of column/beam connection partInfo
- Publication number
- JPH06240756A JPH06240756A JP2417993A JP2417993A JPH06240756A JP H06240756 A JPH06240756 A JP H06240756A JP 2417993 A JP2417993 A JP 2417993A JP 2417993 A JP2417993 A JP 2417993A JP H06240756 A JPH06240756 A JP H06240756A
- Authority
- JP
- Japan
- Prior art keywords
- column
- steel pipe
- steel
- concrete
- flange
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
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１１参照）（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，梁下各
フランジ位置に入れる内ダイヤフラムＣ′補強形式（図
１２参照）（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１３参照）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. 11) that joins the end faces of the columns cut at the upper and lower flange positions of the beam that horizontally penetrates the column-beam joints (b) Inner diaphragm C'reinforcing type to be inserted into each flange position on the beam inside and below the beam in the column penetrating type that penetrates vertically (see Fig. 12). It is roughly classified into three types, an outer diaphragm type (see FIG. 13) in which a diaphragm C ″ is inserted at the 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
接しなければならず、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 pillar cut for the diaphragm bonding must be welded after the diaphragm bonding, which not only requires a great deal of work for the construction, but also it is difficult to secure the accuracy of the pillar. .
【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
境界部の衝撃靭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。Further, 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 portion 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、梁ウェブｂ2
が取付く柱のフランジａ1 の面外曲げ剛性が梁ウェブｂ
2 の面内剛性に比して相対的に小さいため、ウェブの強
度は梁全域に亘っては有効に作用しない点が挙げられ
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であって、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、（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１４，１５，１６参照）図中ａ2 は柱ウェブ，ｂ1
は梁フランジである。In addition to the construction, mechanical, and planning problems of each of the above-mentioned reinforcement types, the common mechanical problems of (a), (b), and (c) are as follows. 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 does not act effectively over the entire area of the 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-beam joint at that part Since a multi-stage diaphragm will be installed, steel frame processing and welding will become complicated, and (b)
In this case, it becomes extremely difficult to fill the concrete.
(See FIGS. 14, 15 and 16) In the figure, a 2 is a column web, 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
を鉄骨加工，溶接施工等に容易な形式とするとともに、
梁ウェブの強度を、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, and the purpose thereof is to improve the filling of concrete into columns and to reinforce the column-beam joints by steel working and welding. In addition to a format that is easy for construction,
A column that allows the strength of the beam web to be exerted throughout the beam formation.
The point is to provide a beam joint.
【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、コンクリート充
填箱形断面鋼管柱とＨ形鉄骨梁との柱・梁接合部構造に
おける前記鋼管柱の鋼板厚が柱成のおよそ１／10より大
きい場合、柱貫通形式の鋼管柱内面におけるＨ形鉄骨梁
の上下フランジ位置に、水平方向に延びるシヤーコネク
ターを構成する三角プレ−トを配設して構成されてい
る。In order to achieve the above-mentioned object, the column-beam joint structure according to the present invention is a column-beam joint structure between a concrete-filled box-shaped cross-section steel tube column and an H-shaped steel beam. When the steel plate thickness of the steel pipe column is larger than about 1/10 of the column formation, a triangular plate that constitutes a horizontally extending shear connector is provided at the upper and lower flange positions of the H-shaped steel beam on the inner surface of the column-through type steel pipe column. It is arranged.
【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、梁の取付く柱フランジａ1 の面外抵抗（図
３，４参照）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形断面より接合部の
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６３
年６月，ＰＰ１００〜１１１。[0010] In Thus the H-shaped cross-section steel beam is attached rather than columns and beams junction box-shaped cross-section steel pipe columns and, if the study of Morita et al. (Note 1) as a reference, the column flange a 1 rather than mounting of the beam The force from the beam can be transmitted by the out-of-plane resistance (see FIGS. 3 and 4). [Note 1] Koji Morita, Kazumasa Ebado, Hitoshi Watanabe, Noboru Yamamoto, Hirokazu Yasuda, Takayuki Satomi: Box-shaped column-Research on diaphragm reinforcement of joint from H-section-Evaluation of yield strength of joint-, Japanese Architecture Academic Society Structural Papers, No. 388, Showa 63
June, PP 100-111.
【００１１】本発明によれば、前記鋼管柱の鋼板厚が柱
成のおよそ１／10より大で、Ｈ形鉄骨梁の取付く前記鋼
管における肉厚の大きい柱フランジの大きな面外抵抗に
よってＨ型鋼梁からの力を伝達できるとともに、梁ウェ
ブからの力の伝達も可能となり、（図３，４参照）前記
鋼管柱にはダイヤフラムによる補強が不要となり柱に対
するコンクリートの充填が良好になり、柱・梁接合部の
補強方法が容易になるとともに、梁ウェブの強度を梁成
全体に亘って発揮せしめることができる。According to the present invention, the thickness of the steel plate of the steel pipe column is greater than about 1/10 of that of the column, and H due to the large out-of-plane resistance of the thick column flange in the steel pipe to which the H-shaped steel beam is attached. In addition to being able to transmit the force from the shaped steel beam, it is also possible to transmit the force from the beam web (see Figs. 3 and 4). The steel pipe columns do not need to be reinforced with diaphragms, and the columns are well filled with concrete. -The method of reinforcing the beam joint is facilitated and the strength of the beam web can be exerted throughout the beam formation.
【００１２】また本発明においては、前記肉厚の鋼管柱
内面における同柱に取付くＨ形鉄骨柱の上下フランジ位
置に、水平方向に延びるシヤーコネクターを構成する三
角プレ−トが配設されているので、同三角プレ−トは梁
からの剪断力が大きい場合にその剪断力を柱に確実に伝
達する機能をもつ他に、梁フランジからの引張力，圧縮
力に対して柱フランジと協同して曲げ抵抗するために柱
フランジの面外抵抗の増大に寄与し、柱・梁接合部にお
ける梁からの力の伝達がより確実になる。Further, in the present invention, a triangular plate constituting a horizontally extending shear connector is disposed at the upper and lower flange positions of the H-shaped steel column attached to the inner wall of the thick steel pipe column. Therefore, the triangular plate has the function of reliably transmitting the shearing force to the column when the shearing force from the beam is large, and it also cooperates with the column flange for the tensile force and compressive force from the beam flange. The bending resistance contributes to the increase in the out-of-plane resistance of the column flange, and the force transmission from the beam at the column-beam joint becomes more reliable.
【００１３】[0013]
【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及び図２は本発明の一実施例を示し、コンクリ
ート充填箱形断面鋼管柱１１に対するＨ形鉄骨梁１２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，直交手前側梁，直交向い側梁が同一で、右梁が前
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つの梁より低い位置に取付き、他の３つの梁の上フ
ランジは同一レベルに取付けられた場合を示す。The present invention will be described below with reference to the illustrated embodiments. FIG. 1 and FIG. 2 show an embodiment of the present invention, showing a case where the method of attaching the H-shaped steel beam 12 to the concrete-filled box-shaped cross-section steel pipe column 11 is relatively complicated. That is, the left beam, orthogonal front beam, and orthogonal side beam are the same, and the right beam is smaller than the above beams, and the beam mounting position is such that the orthogonal front beam is lower than the other three beams. The upper flanges of the other three beams are shown attached.
【００１４】而して前記鋼管柱１１の鋼管厚が柱成の１
／10より大きく、柱フランジ１３の鋼管厚が十分に大で
図３，図４に示すように柱フランジ１３の面外抵抗のみ
でも梁からの力を十分に伝達することができる。図中１
４は柱ウェブ，１５は梁フランジ，１６は梁ウェブ，１
７は充填コンクリートである。Thus, the steel pipe pillar 11 has a steel pipe thickness of 1
10/10, the steel thickness of the column flange 13 is sufficiently large, and as shown in FIGS. 3 and 4, the force from the beam can be sufficiently transmitted only by the out-of-plane resistance of the column flange 13. 1 in the figure
4 is a pillar web, 15 is a beam flange, 16 is a beam web, 1
7 is filled concrete.
【００１５】前記鋼管柱１１の内面における前記Ｈ形鉄
骨梁１２における上下梁フランジ１５の取付く位置にシ
ヤーコネクターを構成する三角プレ−ト１８が配設さ
れ、同三角プレ−ト１８は梁フランジ１５からの引張，
圧縮力に対して柱フランジ１３の面外抵抗の増大に寄与
し、Ｈ形鉄骨梁１２からの力の伝達が確実になる。次に
地震力を想定した十字形柱・梁部分架構の加力実験結果
を挙げる。A triangular plate 18 constituting a shear connector is arranged at a position where the upper and lower beam flanges 15 of the H-shaped steel beam 12 are mounted on the inner surface of the steel pipe column 11. The triangular plate 18 is a beam flange. Pulling from 15,
This contributes to an increase in the out-of-plane resistance of the column flange 13 with respect to the compressive force and ensures the transmission of the force from the H-shaped steel beam 12. Next, we will give the results of loading tests on the cross-shaped column and beam partial frame assuming earthquake force.
【００１６】図５は試験体の平面図及び立面図を示し、
図７，図８は試験体Ｎｏ．１の荷重一形関係を示し、図
９，図１０は試験体Ｎｏ．２の荷重一変形関係を示す。
なお試験体Ｎｏ．１は使用鋼材がすべてＳＭ４９０Ａ材
で、鋼管厚さ cｔ／柱成＝１／９．４の場合で、試験体
Ｎｏ．２は柱の鋼材がＳＭ５７０Ｑ材の高張力鋼 cｔ／
柱成＝１／１２の場合である。FIG. 5 shows a plan view and an elevation view of the test body,
7 and 8 show the specimen No. Fig. 9 shows the load form relationship of No. 1 and Fig. 9 and Fig. 10 show the test sample No. The load-deformation relationship of 2 is shown.
In addition, the specimen No. 1 is all used steel SM490A material, in the case of steel the thickness c t / HashiraNaru = 1 / 9.4, specimens No. 2 steel pillars of SM570Q material high-tensile steel c t /
This is the case of Pilari = 1/12.
【００１７】両試験体の場合とも靭性に富む耐震性に優
れた復元力特性を示し、梁端フランジで十分なエネルギ
吸収性能を示すとともに、最終的には梁端フランジで破
断した。以上の実験結果から鋼管柱の管厚が柱成のおよ
そ１／10より大きい場合、前記した所期の目的を達成す
ることが判った。Both of the test specimens exhibited excellent toughness and excellent seismic resistance, and exhibited sufficient energy absorption performance at the beam end flange, and finally fractured at the beam end flange. From the above experimental results, it was found that when the thickness of the steel pipe column is larger than about 1/10 of the column formation, the above-mentioned intended purpose is achieved.
【００１８】[0018]
【発明の効果】本発明はコンクリート充填箱形断面鋼管
柱とＨ形鉄骨梁との柱・梁接合部構造において、前記鋼
管柱の鋼板厚が柱成のおよそ１／10より大きい場合、柱
貫通形式の鋼管柱の内面におけるＨ形鉄骨梁の上下フラ
ンジの取付く位置にのみシヤーコネクターを構成する三
角プレ−トを配設したので、鋼管柱の製作の段取り、製
作期間が大幅に短縮化され、製作コストが著しく低減化
され、更に柱内面には三角プレ−トが突設されているだ
けであるから、コンクリートの充填作業がより一層容易
になる。According to the present invention, in a column-beam joint structure of 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 larger than about 1/10 of the column formation, the column penetration Since the triangular plate that constitutes the shear connector is arranged only at the position where the upper and lower flanges of the H-shaped steel beam are mounted on the inner surface of the steel pipe column of the type, the setup and production period of the steel pipe column are greatly shortened. Further, the manufacturing cost is remarkably reduced, and the triangular plate is only provided on the inner surface of the column so that the concrete filling work becomes easier.
【００１９】また本発明においては柱・梁接合部に内ダ
イヤフラムがなく、従来構造で問題となっている大入熱
のエレクトロスラグ溶接による溶接境界部の衝撃靭性値
の低下が問題とならない利点がある。Further, in the present invention, there is no inner diaphragm in the column-beam joint, and there is an advantage that the decrease in the impact toughness value of the weld boundary portion due to the electroslag welding with a large heat input, which is a problem in the conventional structure, does not matter. is there.
【図１】本発明に係る柱・梁接合部構造の一実施例を示
す縦断面図である。FIG. 1 is a vertical sectional view showing an embodiment of a pillar / beam joint structure according to the present invention.
【図２】図１の平断面図である。FIG. 2 is a plan sectional view of FIG.
【図３】柱フランジの面外抵抗を示す斜視図である。FIG. 3 is a perspective view showing an out-of-plane resistance of a column flange.
【図４】図３の平面図である。FIG. 4 is a plan view of FIG.
【図５】（イ）（ロ）は本発明における地震力を想定し
た十字形柱・梁部分の試験体の平面図及び正面図であ
る。5 (a) and (b) are a plan view and a front view of a cross-shaped column / beam portion test body assuming seismic force in the present invention.
【図６】図５の試験体のリストである。FIG. 6 is a list of test specimens of FIG.
【図７】前記試験体Ｎｏ．１の柱荷重─層間変形角図で
ある。FIG. 7 shows the test specimen No. 1 is a column load-interlayer deformation angle diagram of FIG.
【図８】前記試験体Ｎｏ．１の梁荷重─梁変形角図であ
る。FIG. 8 shows the test specimen No. FIG. 1 is a beam load-beam deformation angle diagram of No. 1;
【図９】前記試験体Ｎｏ．２の柱荷重一層間変形角図で
ある。FIG. 9 shows the test specimen No. It is a pillar load single-layer deformation angle figure of No. 2.
【図１０】前記試験体Ｎｏ．２の梁荷重─梁変形角図で
ある。FIG. 10 shows the test specimen No. 2 is a beam load-beam deformation angle diagram of FIG.
【図１１】（イ）（ロ）は従来構造の平断面図及び立面
図である。11A and 11B are a plan sectional view and an elevation view of a conventional structure.
【図１２】（イ）（ロ）は従来構造の他の例を示す平断
面図並に立面図である。12A and 12B are plan sectional views and elevation views showing another example of the conventional structure.
【図１３】（イ）（ロ）は従来構造の更に他の例を示す
平断面図並に立面図である。13 (a) and 13 (b) are elevational views along with a plan sectional view showing still another example of the conventional structure.
【図１４】ダイヤフラムが多段式に配設された従来構造
の一例を示す立面図である。FIG. 14 is an elevation view showing an example of a conventional structure in which diaphragms are arranged in multiple stages.
【図１５】前記図１４に示す従来構造の他の例を示す立
面図である。15 is an elevation view showing another example of the conventional structure shown in FIG.
【図１６】前記従来構造の更に他の例を示す立面図であ
る。FIG. 16 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 １１ コンクリート充填箱形断面鋼管柱 １２ Ｈ形鉄骨梁 １３ 柱フランジ １４ 柱ウェブ １５ 梁フランジ １６ 梁ウェブ １７ 充填コンクリート １８ 三角プレ−トA Filled box-shaped cross-section steel pipe column B H-shaped cross-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 11 Concrete filled box cross-section steel pipe Column 12 H-shaped steel beam 13 Column flange 14 Column web 15 Beam flange 16 Beam web 17 Filled concrete 18 Triangular plate
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Front Page Continuation (72) Inventor Koji Morita 4-14-2 Higashi-Hatsutomi, Kamagaya City, Chiba Prefecture (72) Inventor Takahiko Suzuki 20-1 Shintomi, Futtsu City, Chiba Nippon Steel Co., Ltd.
Claims (1)
鉄骨梁との柱・梁接合部構造における前記鋼管柱の鋼板
厚が柱成のおよそ１／10より大きい場合、柱貫通形式の
鋼管柱内面におけるＨ形鉄骨梁の上下フランジ位置に、
水平方向に延びるシヤーコネクターを構成する三角プレ
−トを配設してなることを特徴とする柱・梁接合部構
造。1. A column-penetrating type steel pipe column when the steel plate thickness of the steel pipe column in a column-beam joint structure of a concrete-filled box-section steel pipe column and an H-shaped steel beam is larger than about 1/10 of the column formation. At the upper and lower flange positions of the H-shaped steel beam on the inner surface,
A column-beam joint structure characterized by arranging triangular plates constituting a shear connector extending in the horizontal direction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP02417993A JP3344658B2 (en) | 1993-02-12 | 1993-02-12 | Column / beam joint structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP02417993A JP3344658B2 (en) | 1993-02-12 | 1993-02-12 | Column / beam joint structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH06240756A true JPH06240756A (en) | 1994-08-30 |
| JP3344658B2 JP3344658B2 (en) | 2002-11-11 |
Family
ID=12131123
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP02417993A Expired - Lifetime JP3344658B2 (en) | 1993-02-12 | 1993-02-12 | Column / beam joint structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3344658B2 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2010103812A1 (en) * | 2009-03-12 | 2010-09-16 | 新日本製鐵株式会社 | Seismic resistant steel structure |
-
1993
- 1993-02-12 JP JP02417993A patent/JP3344658B2/en not_active Expired - Lifetime
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2010103812A1 (en) * | 2009-03-12 | 2010-09-16 | 新日本製鐵株式会社 | Seismic resistant steel structure |
| JPWO2010103812A1 (en) * | 2009-03-12 | 2012-09-13 | 新日本製鐵株式会社 | Seismic steel structure |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3344658B2 (en) | 2002-11-11 |
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