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You are comparing apples to oranges. Your statement that you are not performing cracked analysis is actually NOT TRUE. 1. There are stiffness modifiers in ETABS for beams, slabs and columns (in other words, you applied cracking in ETABS). However, in your SAFE model, there is no cracking analysis performed or stiffness modifiers applied. 2. The self weight of beams or columns (check which one, I don't remember now) is zero in SAFE (again a mismatch). Create a new load case in both let's say "A" and apply 50psf to compare results. Adjust this and you will get minor but uniform difference between results (in other words, results will be same in ETABS & SAFE).

Design moment is always different than the analysis moment for several reasons e.g. in p-delta effects you magnify the analysis moment. The additional moment in your question above is due to 'Sway Special' (look at the top right corner of image above). Refer to code why this additional moment is required, however, if the frame is not special sway, then change it to ordinary/intermediate in over-writes and this will be solved. Similar are the cases with (where design moment is different than analysis) pattern live load, p-delta etc.