鉄骨鉄筋コンクリート柱はり接合部のせん断耐力

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To clarify the failure mechanism, hysteretic characteristics and load carrying capacity of beam-to-column connections in steel reinforced concrete frames, thirty specimens are tested under monotonic and reversed cyclic loading. Experimental variables are the types of connections ; interior (cruciform), exterior (T-shape) and corner (L-shape) connection, and the ratio of the beam width B_b to the column width B_c ; B_b/B_c = 0, 0.6, 0.8, 1.0. Specimens are designed so as to prevent flexural and shear failure of the members, which connection panels are made of pure steel or steel-and-concrete. The following observations are made in the tests. The failure mode changes from the diagonal tension failure to the diagonal compression failure of concrete, as the type of connection changes from L-shape to cruciform shape, or as the value of B_b/B_c increases. Connections failing in shear show stable hysteresis loops, even though the shear reinforcement is not provided. The strength deterioration is not observed until the shear strain of the connection reaches about 0.02 rad. Diagonal tension cracking strength is not affected by either the type of connection or the value of B_b/B_c. On the other hand, ultimate strength is strongly affected by either the type of connection or the value of B_b/B_c. The ratios of the strength of T-shape and L-shape specimen to the strength of the cruciform specimen are 0.64 and 0.52, respectively. In case of T-shape and L-shape specimens, maximum strengths differ in the positive and negative loading. The shear strength of each type of connection increases with the increase of the value of B_b/B_c. Effective thickness of the concrete panel can be taken equal to (B_b + B_c)/2. The strength of the concrete panel is well estimated by proposed empirical formula (7.4).
社団法人日本建築学会の論文
1986-07-30

鉄骨鉄筋コンクリート柱はり接合部のせん断耐力

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