Quence
Structural
- Jul 16, 2018
- 84
I'm manually verifying etabs by manual computations.. so far the gravity dead loads, live loads, moments and shear diagrams and others checked out.
I also tried the probable moments strength. I verified it tallied with the formula of Mpr. However when I tried a cantiveler about 2.1 meters extended from the column with no point loads but just the beam dead uniform loading and put ductile override in the frame section with As of 0.001257 at top and 0.000942 at bottom (both the whole length of the cantiveler). It still uses the formula (M(+) + M(-)) / ln in determining Vpr. See attached output table. How could this be when the free end of the cantiveler doesn't have any plastic rotations. Shouldn't it be M- / ln only?
