i answered my own question.. ASCE 7-05 clearly says that fastener forces should be applied to the C.G of the panel.. meaning you WILL see uplift forces in fastener level.. and the fastener portion of the connections will have to be designed for it..
b. what is the concept of fastener forces for components? Is it to "over-design" non-ductile elements for the given seismic load? or is it saying that there is a chance that the seismic load will be as high as 3 times more than the design seismic load.. and hence design your weaker non-ductile...
As we know, for cladding design there is a fastener force factor involved in the design of non-ductile elements. The reasoning I believe is to ensure that the non-ductile elements perform under 3 times a higher seismic load, than the design load.. where as it is not used for ductile elements...
