tachauhan

Some issues regarding Joint Design in ETABS i. For slopy/inclined beam, ETABS considers them as braces, so it does not report shear forces on joint and one gets stuck how to handle this situation in SMRF. Is there any work around to take care of this situation. ii. For eccentric beam on columns (peripheral beam flushed on one side of column), joint area is not calculated taking into account the flushing effect even if we try to induce eccentricity through cardinal points or offsets. This can get un-conservative. iii. For irregular shaped columns (not rectangular), ETABS takes the joint area equal to the sectional area of columns which can also result in un-conservative design. How to take care of all the above situations without getting into manual calculations which gets very tedious and unproductive in design houses. Thanks in advance and best regards tachauhan

Salam, just remesh the stucture with different max element size so that problematic element get relocated. Hope this quick fix would solve the problem. Otherwise post the model for probing in. Regards tachauhan