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2003. Using the 6.5, the forces are manageable. However, the 6.5 is for 'light frame' construction, which makes me wonder if it is inappropriate for this type of construction. Site is west coast with moderate seismicity.

I very much appreciate all the good input on this topic. In response to abusementpark, the subject combination was not my idea, and the lack of information on it made me wonder if it was compliant. I suppose a follow up question would be whether the R of 6.5 (light frame with shear walls...

I once saw cracking at the corners of a large masonry building that the A/E attributed to thermal expansion of the (fairly long) hip trusses, and inability of corners to move. Their solution was to epoxy grout the cracking and provide slide bearings for all the hip truss bearings. That was...

I am looking for input on the use of wood panel shearwalls as a lateral force resisting system in conjunction with structural steel gravity framing. Can anybody tell me whether they have used this combination, or whether there are any restrictions on it in the IBC? Thank you!

Just wanted to say that I very much appreciate the input on this. I did speak with the fabricators welding engineer, who advised me that this situation was not that unusual. My main concern was the size of the filet on the 3/8" gusset plate, since, as indicated by pmkPE, it is welded both...

Thank you - this sounds like a good solution for the joints where the connection has not yet been welded. I'm still wrestling with the joints where the contractor has already filled the area on each side of the gusset with weld material (majority of locations), as well as my interpretation of...

I'm using a slotted tube to gusset plate plate connection and the fabricator made the slots a bit wide - some of the slots are 3/4", which leaves 3/16" gaps on each side of the 3/8" gusset plate. The contractor is filling the gap with weld material, then adding the required filet over that...