H 形鋼を用いた鉄骨コンクリートに関する研究 : No.6 鉄骨コンクリート仕口パネル部分の強さに関する研究

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When the rectanguler Rahmen structured by steel-concrete is subjected to horizontal forces, the panel portion jointing a beam and a column is to be subjected to shearing forces, and then we can observe sometimes diagonal tension cracks on this portion. And also on the steel structure, sometimes, web plates at the panel portion are yielded by shearing stresses, and in these cases formulae to check have been proposed. On steel-concrete structures, cooperating with steel web and concrete, is to contribute to increase the shearing resistance at the panel portion, and therefore it is uneconomical to neglect the cooperation of concrete, and to reinforce web plates in the panel. On the beam with high depth such as a wall-girder, we can save the amount of steel by dividing a gusset-plate passing through into two parts the upper and the lower. Of such type of panels, there are Dr. Takada's studies on thier shearing resistance. In these studies, when the shearing stress in concrete at the panel reaches at from 0.15Fc to 0.20Fc, the diagonal cracks appear. However, as the ultimate strength is determined by bending failure at the end of beam or column, and as this resisting strength is not influenced by diagonal cracks, it is concluded that we need not consider the shearing stress in the panel portion when designing, if we can well fill concrere into the panel. Furthermore, there are experimental studies by Dr. Naka, Mr. Umezawa and the others, mainly on the relation of the shearing resistance of the panel and the grouting of concrete at joint panel of composite concrete structure with wide flange-steel. And they concluded with any specimens that the jointing panel, because of being cooperated by concrete does not failure even when the steel web is considerably thin. This experimental study was held to comfirm the shearing resistances at the joint panel of filled-type steel-concrete with wide-flange steel. By above mentioned investigation it has been approved that shearing failure of the panel doesn't occur in ordinary section. So, in this study we designed the panel to occur shearing failure, with especially disad-vantageous condition for the panel, for example, enlarging the area-ratio of main steel members. And thus we intend to to comfirm quantitatively the shearing resistance of concrete at the panel, and whether the additional formulae of the strength of concrete and steel web can be held.
社団法人日本建築学会の論文
1967-07-30

H 形鋼を用いた鉄骨コンクリートに関する研究 : No.6 鉄骨コンクリート仕口パネル部分の強さに関する研究

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