For an eccentrically braced frame (EBF), AISC 341-10 seems to discourage partial pen welds via the 200% capacity requirement (section D2.5b(1)).
For base plate welding - W12x136 column to 2.5" thick plate - seems like the fabrication must include weld access holes, with CJP welds at flanges - just like a special moment frame beam to column, given the next uplift axial load is more than about 500 kips.
However, I have seen many base plates at seismic frames designed by others - SCBF and SMF - that do not have weld access holes at the column to base plate.
Seems like if CJP are required (due to demand), weld access holes are required. Don't know how to get a CJP without using them. Agree?
For base plate welding - W12x136 column to 2.5" thick plate - seems like the fabrication must include weld access holes, with CJP welds at flanges - just like a special moment frame beam to column, given the next uplift axial load is more than about 500 kips.
However, I have seen many base plates at seismic frames designed by others - SCBF and SMF - that do not have weld access holes at the column to base plate.
Seems like if CJP are required (due to demand), weld access holes are required. Don't know how to get a CJP without using them. Agree?
