Experimental Study on Elasto-Plastic Behavior of Composite Steel and Reinforced Concrete Beam-Columns under Arbitrary Horizontal Force.

复合钢和强化混凝土的弹性塑料行为（如SRC后附）在该风力平衡力下的长光束柱被实验调查，并与分析结果进行比较。H-50 x 50 x 3.2 x 3.2 mm的built-up H-shaped steel encased in concrete has a cross section of H-50 x 50 x 3.2 mm。纵向和反向再强制安排在所有特征和<phi>概念中都是确定的;选定的实验参数作为调查受到影响;（1）缓慢比率（光束柱长度与混凝土交叉部分的辐射与均匀化的比率）： 20和50; 2）轴向载荷与最大轴向强度的比率： 0、0.2和0.33; 3）水平载荷方向：0 °、22.5 °和45 °。所获得的结果被归纳为最大; 1）短SRC光束柱的最大承载能力是由混凝土的碰撞确定的，以及由稳定性确定的长光束柱。2）在最大水平负载下计算的长SRC波束柱的双向弯曲时刻容量的价值小于由最高强度理论产生的交互值所带来的值，但当一个短波束柱到达交互曲线时。（3）当光束柱的灵活性在两个主要轴上有五个主要轴，即在目前测试中观察到的，增加置换对更大轴弯曲下降，最终开始因为P<DELTA>时刻的减少。最后，光束柱似乎在改变不寻常弯曲的条件。（4）一个抽象失败的事件，当位移的增量对应到一个强轴弯曲几乎变成零。

The elastic-plastic behavior of the composite steel and reinforced concrete(abbreviated as SRC hereafter)long beam-columns under the arbitrary horizontal force was investigated by the experiment, and compared with the analytical results. The built-up H-shaped steel encased in concrete has a cross section of H-50x50x3.2x3.2mm. The longitudinal and transverse reinforcement arrangement were identical in all specimens and consist of 4 <phi> bars.Experimental parameters selected for the investigation are as follows; 1) Slenderness ratio( ratio of the beam-column length to the radius-of-gyration of concrete cross section ): 20 and 50, 2) Ratio of the axial load to the maximum axial strength: 0, 0.2 and 0.33, 3) Direction of the horizontal load: 0゜, 22.5゜ and 45゜.The obtained results are summarized as follows; 1) The maximum carrying capacity of a short SRC beam-column is determined by the crash of concrete, and that of a long beam-column by the instability. 2) The value of the biaxial bending moment capacity of a long SRC beam-column computed at the maximum horizontal load is smaller than the value given by the interaction obtained from the ultimate strength theory, while that of a short beam-column reaches the interaction curve. 3) When the flexural stiffnesses of the beam-colum are fifferent in two principal axes as observed in the present test, the increment of the displacement corresponding to the strong axis bending slows down, and eventually starts decreasing because of P <DELTA> -moment. Finally, the beam-column seems to shift to the condition of the uniaxial bending. 4) An abrupt failure occurrs when the increment of the displacement corresponding to the strong axis bending becomes neally zero.