In my standard of practice, we typically design regular shaped buildings. We rarely design buildings that do not have irregularly shaped diaphragms, etc. Because of this (right or wrong), we have ignored the CASE 2 and CASE 4 load cases because we design almost exclusively flexible diaphragms.
Do these diaphragm torsions only get introduced for rigid diaphragms? I could see it having practical considerations on a rod/cable braced roof of a metal building for example, but I'm not totally clear on flexible diaphragms.
Thanks anyone who has an opinion or has a better grasp.
Do these diaphragm torsions only get introduced for rigid diaphragms? I could see it having practical considerations on a rod/cable braced roof of a metal building for example, but I'm not totally clear on flexible diaphragms.
Thanks anyone who has an opinion or has a better grasp.