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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
