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BLOCK SHEAR IN WELDED CONNECTION

BLOCK SHEAR IN WELDED CONNECTION

BLOCK SHEAR IN WELDED CONNECTION

(OP)
Hey folks. I've got a situation where I'm welding a lug to an existing beam sloped at 1H:12V and have found myself perplexed. It's probably a minor point but the coffee hasn't kicked in and it's -45F wind chill outside so I'm stuck inside working with no way to get out to the field to distract myself ;)

Since the base of the lug (and therefore the weld) is inclined, I've got tension and shear going on. I know that welds are idealized to carry all the load in shear along the throat, but AISC 14th Chapter J4-3+Commentary appears to want block shear checked. I'm assuming that the Anv and Ant from EQ (J4-5) will be the area of base metal that's welded. I figure that since the weld has already been checked in shear by Chapter J2.4 then the areas in question here are that of the base metal i.e., the actual leg size of the weld (5/16" equal leg fillet) as opposed to 5/16"cos45 for the effective area of the throat. Anyone else read it this way?

The angle is so shallow that I don't have a particular concern for THIS lug, but in general I'd like to have a better understanding of the ideas. I suppose I could just use the (smaller) effective throat area combined with the (lower) base metal Fy and Fu and make sure I'm covered, but I wanted to ask you guys/gals if anyone else had thought about this.

All for now, thank you!

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