Abstract
The peak acceleration demands for acceleration-sensitive nonstructural components supported on elastic and inelastic regular moment-resisting frame structures are statistically analyzed. The responses of a variety of stiff and flexible frame structures (with 3, 6, 9, and 18 stories) subjected to a set of 40 ground motions are evaluated. The nonstructural components under consideration are those that can be represented by single-degree-of-freedom systems with masses that are small compared to the total mass of the supporting structure. This study evaluates and quantifies the dependence of peak component accelerations on the location of the nonstructural component in the structure, the damping ratio of the component, and the properties of the supporting structure such as its modal periods, height, stiffness distribution, and strength. The results show that current seismic code provisions will not always provide an adequate characterization of peak component accelerations. Recommendations are provided to estimate peak acceleration demands for the design of nonstructural components mounted on inelastic frame structures.
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