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Dear All, I happened to encounter an issue while designing Slender column for which I would like you all to put your feedback on. In, ETABS slender columns are designed with one of the method, moment magnification. (ACI 318-11 10.10.5). This method often result in high magnified moments because of the lower flexure stiffness EI computed from =0.4EI/(1+Bdns) (ACI 318-11 Eq 10-15). This problem is also address in one of the paper from Sturcutre Magazine. http://www.structuremag.org/?p=1005 Has anybody have experience to utilize other method Elastic Second Order Analysis (ACI 318-11 10.10.4) or Non-Linear Second-Order Analysis (ACI 318-11 10.10.3) for design of Slender Column?. Especially with reference to ETABS. I appreciate sharing your kind knowledge and experience. Thanks
