As discussed previously, initially the design demand for this weld was based on the expected tensile strength of the reduced portion of the Link. While this did permit the qualification testing to successfully meet the performance requirements of the AISC Seismic Provisions, the ultimate limit state for some of the tests was failure of this weld rather than the more desirable failure in the yielding area of the Link. As a result of the additional requirement to pass the FEMA P-795 component equivalency evaluation, which compared the Strong Frame connection performance to that of an RBS connection, this weld was changed to require either CJP groove welds or double-sided fillet welds that develop the tensile strength of the unreduced portion of the Link.
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