yes, the load distribution shows fine with the collor diagram BUT it seems that the perlins eventualy does not take any load.
here is one purlin without finite element option:
the 59knm seems right since there is a 10KN surface load at the mesh and the purlins distance is 2m .span is 5m so MY=20*5*5/8=62.5 (the diference from 59 i assume it is from offsets?)
here is the same purlin with the same situation and load if i choose the finite elements at the panel calc model:
FZ: ??


Also , here is the complete model without and with mesh option at the panel model:


Please note the BIG diference in MY 's of the main frame.
why that?
shouldnt the MY with or without the panels finite element at the main frame will be the same?
both senarios have the partial stifening XY. only change at the model is the Finite - No finite
If the purlin eventualy does not have distributed load from the panel, where is the small 3.22 MY comes from?
is it from the deformation of the panel that it is suported at the perimeter main frame (not purlins) and eventualy "sitts" upon the purlins?
thanks!!