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etab design a beam on many locations if you check for max reinforcement for top then you will find your correct value of moment at support and if you select for max bottom reinforcement you will find middle span value for moment at middle.the attached screen shot is for -ve moment at support for +ve you should select max bottom reinforcement location. see the attached pdfmoment.pdf

1- Can you please attach your design summary results. PDF would do. 2- Serviceability requirements are different for different cases. For lateral case, if seismic is governing, we do use factored load combos to check inter-story drift. See the post here: http://www.sepakistan.com/topic/1341-ubc-seismic-drift-limits/ If you have wind governing, you need to use the appropriate wind load.. Generally, building codes recommend using 1 in 10 max wind for serviceability checks and 1 in 50 max wind for design checks. Thanks.

Assalam-o-alaikum! Shear reinforcement values indicated on the column member are generally the maximum values for the two shear axes, whether these are from on load combo or from two different load combos. Right-cIick on the member reinforcement diagram generally leads straight to load combo resulting in the maximum longitudinal or maximum shear reinforcement. However, as you have indicated, I am unsure, why this does not always happen. Surely, someone else might be able to explain this. Interpretation of shear reinforcement value 'Av/s', given by ETABS, is not very difficult. Since your units are 'kip-in", Av (i.e. cross-sectional area of ties) is in 'sq.in.' and s (i.e., spacing) in 'inches'. For your case, Av/s = 0.045. For 2-legged #3 ties, Av = 0.11x 2 = 0.22 sq. in. Substitution of value of Av in above equation, results in required tie spacing, s = 0.22 / 0.045 = 4.88 in. Regards.