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Dear Saiful Islam, Immediate deflection vs long-term deflection is one issue. Linear analysis vs non-linear analysis is another. In ETABS, generally we are almost always performing linear analysis. That means deflection is directly related to the load applied without long-term non-linear effects. So let's ignore non-linear analysis for a moment. In linear analysis, now the question is how do we get immediate and long-term deflection. Immediate deflection could be non-cracked deflection or cracked deflection. Practically speaking, long-term deflection will always be on cracked sections. Although anything "cracked" is essential a non-linear problem, but here let's stick to out point of doing linear analysis only. Now, generally we are not interested in immediate non-cracked deflection. This leaves us with cracked - short-term & long-term deflections in LINEAR analysis. As you are doing LINEAR analysis in ETABS, you cannot get cracked deflections directly. For this, you may apply stiffness reduction modifier option available in ETABS. As you are not applying any stiffness reduction modifier, that means, its NON-CRACKED. This is the answer to your question. However, exploring further, if you want to obtain long-term deflection, you can multiply the immediate deflection by a long-term factor given in ACI chapter 9. ----------------------------- Now comes the non-linear analysis: You can use SAFE for non-linear analysis and get long-term cracked deflections (non-linear) without using modifiers. The cracked non-linear analysis in SAFE will give you long-term cracked deflection which will depend on the extent of cracking which will depend on the reinforcement which will depend on the moment applied. This moment again will depend on the stiffness of cracked section including the reinforcement. So you see, its a non-linear iteration problem. To read further about, linear vs non-linear and elastic vs inelastic analysis, please refer to the book 'Modelling for structural analysis' by Powell.