複曲率曲げを受けるH形鋼柱の塑性変形能力評価式

概要

論文の詳細を見る
Empirical formula for plastic rotation capacity of H-shaped steel beam-columns (Eq. (7)) is established based on the test results in Refs. 4) and 5). Factors used in the formula are width to thickness ratios of flange and web, lateral unbraced length, ratio of end-moments, yield stress of the steel, axial load ratio, and coefficient of effective lateral buckling length. Comparison of predicted values with experimental results (Refs 2), 4)〜6)) indicates that the empirical formula Eq. 7) is sufficient to estimate the plastic rotation capacity of steel beam-columns with H-shaped cross section for practical use. The ranges of factors used in the comparison are as follows : 8<6/f<16, 17<D/ω<70, 17<l_b/i_y<110, 0<P/P_y<0.6, -0.8<M2_/M_1<0, 2.7<σ_y<8.4 (tf/cm^2) where 2 b = flange width, D = depth of the cross section, f and ω=thicknesses of flange and web respectively, i_y= radius of gyration about weak axis of the cross section, σ_y = yield point of the steel, P = axial load, P_y = yield axial load, and M_1, and M_2=unequal end-moments. Appricability of the formula to beam-columns in a rigid frame is discussed. It is found that the proposed formula based on the rotation 8 in Fig. 1 can apply to estimation of the plastic rotation capacity of beam-columns defined by using the rotation r in Fig. 1.
社団法人日本建築学会の論文
1987-09-30