Can anyone explain the following connection;
I-beam to I-beam (same depth and orientated in the same plane) 'Tee' connection - Top flange to top flange welded, web to web welded, intersecting bottom flange sniped and not welded to other flange.
It would seem to me that this is not fully fixed...
Does anyone know of a good source for practically determining the end restraints for welded beams. I'm trying to determine an appropriate K factor for frame columns.
Does anyone know if a stated cargo deck strength of (10Te/m2 in this case) stated on vessel brochures is inclusive of sea motion forces ? ie Can I put a dead load of 10Te/m2 on the back deck or can I only put on something like 6Te/m2 by the time I account for sea motion forces.
