Abstract
In this paper, the seismic vulnerability of Mashhad city, as the second largest city in Iran, has been investigated using analytical fragility curves. Disaggregation analysis is first performed in order to identify the target epsilon at different hazard levels. The disaggregation results revealed different epsilon values at the first mode period of two representative structures, in the case of 72-, 475-, and 2,475-year return periods. Nonlinear incremental dynamic analyses are then performed for two representative models of a typical steel frame with a concrete shear wall, using independent suites of acceleration time histories that are selected based on the target epsilons. Structural limit states are defined on each incremental dynamic analysis curve, and the corresponding damage measures are estimated. The results show that if ϵ is neglected in the considered simulations, then the predicted median structural capacities is decreased by around 10%, 15%, and 18%, respectively, for the three abovementioned hazard levels.
Highlights
The primary advantages of the cold-formed steel section are high strength to weight ratio, low self weight, easy lifting and fabrications, etc
The main aim of this study is to investigate the strength and buckling behaviour of cold-formed steel lipped channel column with various types of intermediate web stiffeners
Most of the specimens fail by distortional buckling (Fig. 7)
Summary
The primary advantages of the cold-formed steel section are high strength to weight ratio, low self weight, easy lifting and fabrications, etc. Open sections are normally used in the industry. The basic failure modes are local buckling, distortional buckling, flexural buckling, torsional buckling or interaction between them. The buckling characteristics depend on the shape and the slenderness ratio of the crosssectional profile. Hancock (1985) studied the distortion mode of buckling. Kwon and Hancock (1992) described a design curve for sections undergoing distortional buckling. Schafer and Pekoz (1998a, b) adopted a new procedure for calculating Hancock (1985) studied the distortion mode of buckling. Kwon and Hancock (1992) described a design curve for sections undergoing distortional buckling. Schafer and Pekoz (1998a, b) adopted a new procedure for calculating
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