H 形鋼柱の局部座屈後の変形性状 : その 4 塑性変形能力

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In this paper, the first, independent factors that effect on plastic rotation capacity of H-shaped steel beam-columns are investigated. And yield point stress σ_y, width-to-thickness ratio of the flange b/f (2b, f : width and thickness of a flange, respectively), one of the web D/ω (D : depth of a cross section, ω : thickness of a web), axial load ratio n (=P/P_y; P : constant axial load of a member, P_y : yield axial load of a member), ratio l_b/i_y (l_b : laterally unbraced length, i_y : gyration of a cross section about weak axis), ratio l/i_x (l : length from plastic hinge to inflection point of a member, i_x : gyration of a cross section about strong axis) are selected for emprical formulas about plastic rotation capacity. Experimental data R_m and R_<0.95> are obtained from the moment-rotation curves (Ref.15), where R_m is plastic rotation capacity based on the rotation at the maximum moment M_<max>, R_<0.95> is one based on the rotation at the 0.95・M_<max> after the maximum moment. And emprical formulas (6-a, b) and (7-a, b) are established based on the data under monotonic loading with the independent factors. The emprical formulas are compared with the data of this test and others (Ref.10, 11, 13, and 14) and are discussed. The summaries are as follows : 1) In the case of n<A_ω/(2A) (A_ω : cross sectional area of a web, A : cross sectional area), the plastic rotation capacities (R_m, R_<0.95>) of the steel beam-columns under monotonic loading can be estimated from the formulas (6-a), (7-a). In the case of n>A_ω/(2A), those can be estimated from the formulas (6-b), (7-b). 2) When the value of R_<pred> obtained from the formula (6-a, 6-b, 7-a, 7-b) is less than 10, the plastic rotation capacity of the member under cyclic loading can be estimated from the formulas. 3) The formulas can be applied to the member with moment gradient ρ≠0.
社団法人日本建築学会の論文
1980-04-30

H 形鋼柱の局部座屈後の変形性状 : その 4 塑性変形能力

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