shear breakout on appendix d
 

shear breakout on appendix d
it seems to me when your bolt is far from the bottom edge, your shear breakout calculation is not making any sense (i.e. embed on the top of basement wall). i was expecting concrete pry-out controls most of it but it is not. is there something wrong with the formula? there are scenarios where i add more horizontal distance and my capacity goes down! that does not make any sense. what do you guys think? shall i neglect concrete shear break out? where is the fine line?
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funny you should mention that.
that is an issue i found several months ago when calculating the shear breakout capacity of a beam embedded into a panel.
this has been discussed before:
frv. which aci manual of concrete practice is it? we have 2005 and i cant find example 10.
never, but never question engineer's judgement