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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.
By Fatima Khalid
I have made a frame. Lateral Point Load is applied on each storey. Attached is the picture of frame. Why shear force in internal column of frame is more in 1st storey as compared to bottom storey?
Thank you all for the help