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Showing results for tags 'stiffness modifier'.
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As salamu alikum, I have a query related to concrete design. We know that the stiffness modifiers should be considered only for the structural analysis. My query is during designing concrete members (beam and column) which modifiers should we use? Can we use full gross section (Ig=1.0) or same Ig as like analysis (e.g.- column- 0.7Ig,beam-0.35Ig) or 1.4 times the cracked section (e.g. for example column=0.7x1.4=0.98, beam=0.35x1.4=0.49)? I am too much confused about stiffness modifiers. Please let me know the right procedure to use stiffness modifiers. Thanks in advanced -
Dear Members, I would like to have your feedback on the use of stiffness modifier. We generally use the value dictated by ACI committee as to model the cracked behavior, which are Compression Member : Wall, Column, Pier = 0.7 Flexure Member : Beam, Spandrels = 0.35 Slab = 0.25 What if i want to use 0.5 for columns or 0.2 for beams. Are there any restrictions. I have played around with it on software like ETABS and noticed change in flow of forces as it transfer towards more stiff element. Your kind comments would be highly appreciated. Thanks
