Please show video of best approach in ETABS to modelling a building with its foundation stepped at four different levels downhill.

Hello, Please can you make such a video for columns as per IS code...!! Please....

Pretty sure it is due to the beam longitudinal reinforcement. IMF and SMF system provisions avoid shear failure to happen when plastic hinges form. On the left model, the longitudinal reinforcing of the beam connected to the column is obtained by the software. Due to this, the beam reinforcement used is the most effective reinforcement area. On your right model on the other hand, you may have taken into account that the used reinforcement is higher than the effective reinforcement via the beam reinforcement overwrite. For an example, let’s say on the left model, ETABS reported a beam requires 530 mm2 of longitudinal reinforcement. The column shear will be computed right away by that amount of beam longitudinal reinforcement when plastic hinge form (M/L). The right model however, took into account that achieving 530 mm2 of longitudinal reinforcement is impractical. If 3 bars of 16 mm was used, then the used longitudinal reinforcement increased to 603 mm2, which results in higher shear demand of M/L. In most designs however, you may realize that shear demand rarely controls the column shear. Detailing provisions of ACI 318 such as confinement Ash/sbc and spacing requirements normally govern the design.

@MrEngineerO

2 ай бұрын

thank you for your attention