Abstract
Frame flexibility and deflection estimates, needed for one or more of a number of purposes in design for seismic resistance, are most usually made from the bending moment diagram and the elastic properties of a column, by the moment area or a related method. (To state the obvious), the assessments thus obtained can only be accurate when the bending moment determinations are precise. It is perhaps less evident that small but tolerable bending moment errors may produce large intolerable deflection errors.
Highlights
Frame flexibility and deflection estimates, needed for one or more of a number of purposes in design for seismic resistance, are most usually made from the bending moment diagram and the elastic properties of a column, by the moment area or a related method*
Popular approximations for bending moment determination are the cantilever method and the portal method, for both of which contraflexure is taken as occurring at midheight in all column spans
For an n-storey building in which the column sections are progressively reduced from base to top in such a way that 0 has the same value for every s torey, and when all storey heights are the same, the top deflection, assuming contraflexure at ^
Summary
Frame flexibility and deflection estimates, needed for one or more of a number of purposes in design for seismic resistance, are most usually made from the bending moment diagram and the elastic properties of a column, by the moment area or a related method*. Popular approximations for bending moment determination are the cantilever method and the portal method, for both of which contraflexure is taken as occurring at midheight in all column spans.
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