Shear breakout on Appendix D

[COEngineeer]

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?

Never, but never question engineer's judgement

 

[frv]

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 is especially true in the case of thin members (walls, panels, etc.)

Look at ACI 355, Example 10.

There is an adjustment factor to take this into consideration. This hasn't made it into the code, but you would be well within your right to use your "engineering judgment" on this.

 

[WillisV]

This has been discussed before: thread167-185091

 

[COEngineeer]

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