Analysis Of The Overall Stability Of High-rise Steel Frames

In the current steel design, the majority of the length or the calculation method that is used by controlling the stability of the column so as to control the stability of steel frames. With the development of the limitations of this approach has been gradually not being adopted, the stability of the steel frame should be from the overall analysis ofIn this paper, three-story frame single-span through the right to conduct second-order elastic analysis, obtained the use of second-order elastic analysis is closer to the results of ANSYS simulated value. Under the same conditions by three kinds of the traditional model of the 15 floor steel frame , the middle openings of steel framework, there is a change-storey steel framework for ANSYS analysis, obtained in the open hole in the steel frame under the conditions of the third, fourth, the first five-layer appears weak, but there is a change-storey steel frame structure, weak layers on the impact of not too great. Buckling in the ANSYS analysis of the weak layer stability checking, did not come to weak layer instability. In the non-linear analysis of steel frame in only consider the material nonlinearity and taking into account the material and geometric non-linear load derived - displacement curve of error is enormous and-storey steel frame structure to change conditions in elastic than the traditional good ductility of the steel frame, you can select the option of changing the actual project-storey. For steel frame seismic dynamic analysis, the steel frame structure dynamic stability critical load domain of 1000-1400gal.