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Channel to TS Column - FR or PR Connection?

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Please consider the following examples.  These are beam-column moment
connections, all of which consist of a channel section as the beam, and a TS
as the column (1/4" thickness).  All are welded connections with no
stiffener plates or continuity plates at the column.

I am trying to determine whether each of the following connections are
judged to be FR (fully restrained) or PR (partially restrained).

1.  An A36 channel, narrower than the TS, welded with CP groove
    welds at both flanges, and fillet weld (one or both sides)
    at the web.

2.  Same as 1., except the flange welds are fillet welds both sides.

3.  Same as 1., except the flange welds are fillet welds one side.

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4.  An A570 Gr 45 channel, 10 gage (with stiffened flange), same
    width as the TS, welded with CP groove welds at both flanges,
    and flare bevel weld at the web.

5.  Same as 4., except the flange welds are fillet welds both sides.

6.  Same as 4., except the flange welds are fillet welds one side.

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7.  Similar to 4., except the flanges are coped and the web
    continues to the far side of the column.  The web "extension"
    is welded horizontally to the column (T&B) with fillet welds,
    and the web is welded vertically to the column with a flare
    bevel weld.

8.  Same as 7, except with flange welds per 5.

9.  Same as 7, except with flange welds per 6.

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Per UBC 2213.6 (OMF Requirements) the determination of whether these
connections are judged to be FR or PR is critical to the analysis.

If they are judged to be FR, then they may be designed by calculation only
with an omega factor on the typical design forces (2213.6 Item 2).

If they are judged to be PR, then they must be TESTED to determine the
inelastic rotation capacity (2213.6 Item 3.2), in addition to other design
criteria.

Any comments would be appreciated, including whether CP groove welds are
possible on A570 10 gage material.

Mark Swingle, SE
Oakland, CA