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many engineers in pakistan use this practice when modeling a beam in etabs , that if beam is fail in shear and torsion than they just change the torsion modifier from 0.35 to 0.001 , and then redesign that beam , after designing that beam appear to be pass in shear and torsion , also showing zero r/f required for this particular beam. i want to know that is this the right way to model beam, does code provide such kind of solution ,or it has no meaning.

Salam Alaikom, i am facing issue regarding beam torsion in ETABS, some of my beams fail in torsion whatever depth i choose, i checked my beams in SAFE and they all are passing, can anyone explain to me this situation? which is more accurate in beam design? can i ignore torsion in internal beams in ETABS?

I modeled the house shown in the attached picture in sap2000. All columns are 30x30cm, the yellow and red beams are 30x30 cm and the orange beams are 20x25cm. When I analyzed the structure, some beams failed in torsion and shear so I reduced the torsion modifier of all beams to 0.01. With a torsion modifier of 0.01, all beams passed the analysis but I am worried about the yellow beams because the beams in the F and H axis are being directly supported on those yellow beams so I am not sure if it is appropriate to reduce the torsion modifier to 0.01 in this case. If I increase the torsion modifier to 0.2, the yellow beams will fail between the C and H axis. What should I do? Should I keep the torsion modifier to 0.01 or increase it? If so, by how much should I increase it?. As a general question, should I decrease the torsion modifier of all beams or only of the ones that fail? That house also has three short columns in the 2-axis with an effective length of 0.38 cm. I would appreciate any recommendations or things I should keep in mind or consider when modelling and detailing those short columns. Any general recommendations about the model would also be appreciated. Thanks in advance