Concrete breakout in an "infinite" direction 1

If your ca.2 and depth aren't infinite, you still need to consider breakout. But if those are large enough then I wouldn't consider breakout.

In many applications, you won't be able to push "infinity" too far before you run into pryout failure which, in my opinion, is another version of a shear breakout which is not cured by infinite extent.

canwesteng said:

If your ca.2 and depth aren't infinite, you still need to consider breakout. But if those are large enough then I wouldn't consider breakout.

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So Simpson will still consider the breakout perpendicular to the load breaking out the side wall, but in the direction of the mass amounts of concrete it ignores it. Are you saying you'd still consider the latter breakout?

I'm not familiar with Simpson but have used Hilti's software a lot

I agree with KootK that pryout is broadly unrelated to edge breakout
From memory the calcs actually use the tension capacity of the installation as the basis for a pryout failure, so it's fundamentally distinct from breakout
Checking this in Hilti, setting edge distances to infinity ignores the 'Concrete Edge Breakout' mechanism but still calculates the 'Pryout' mechanism as expected

Looking at ETA TR029 which is the basis for Hilti's calcs:
"Concrete edge failure need not to be verified for groups with not more than 4 anchors when the edge distance in all directions is c > 10 hef and c > 60d"
where c = edge distance in any particular direction
d = fixing diameter
hef = effective depth of embedment

In practice, I'm usually a bit more lenient than this if I'm fixing into a reinforced concrete block
Rational review will usually show that, if you're 500mm from an edge or whatever, your load should be able to be developed into your slab reo
Obviously that is case-by-case dependent, but practical application usually limits the shear load to 20kN or so, so even basic slab mesh will pick this up in development quite quickly
If I deem that this is the case I may set edge distance to infinity rather than get too picky trying to work out exactly what my edge distances are

Have you tried to verify the limit states by hand? I know that there is a lot of things going on with anchorage calculations these days, but if the load and geom are known it isn't that had to bust through the calcs by hand. I feel that inspection of the calculations involved here can give you the answer that you seek.