Punching shear

[Tommy385]

Greetings,
I am curios on how is this topic in different codes discussed.
Lets say we have a flat slab where the columns are pinned, the area load is uniform and there is a point load on the slab that should be transferred into the column 1.
Shear and compression stresses are at the control perimeter not constant, on the side of point load are (at least!) doubled.

How do you deal with this situation, in the Eurocode (EC2 with German NA) is this pretty well described with calculating β-factor, but the method is practically often unusable...
With what force would you do punching shear calculation?
Mostly I would like to hear some (outside EC) experiences and ideas.
Thank you.

Thanx

 

[JAE]

In the US - ACI 318 has a method of calculating the higher stress around the perimeter and checking that against a maximum allowed stress.
This is in Section 11.11.7.2 of ACI 318-11.
Do you have a copy of that?



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[Tommy385]

Thanx, I just had a quick look online, if i understood correctly eccentricity is calculated with the bending moment in the column, similar method is given also in EC. Here ist almost always a pinned connection assumed (column-slab), lateral loads are taken with shear walls.