Wall-Slab-Column Interaction

[KutEng]

What's everyone's thoughts on the sketch provided

I have a 1000x300 column above being transferred by a 300mm wide wall/deep beam onto a 1000x300 column and a 300 wide wall at its ends.
The deep beam is much stiffer than the slab below and so you could assume that the slab below would be hanging from the deep beam.

Bearing area between the column below and my deep beam is ok with a 300x300 bearing area, however, I am concerned with what is going on within the slab around that support.
What additional checks should I be doing to ensure the slab is adequate in this situation, or because the slab is hanging and the deep beam won't be deflecting much at all can I assume it will not be doing any work at all and the load will transfer directly at the column support? Sure, if I ignored the slab completely the system would still work but my intuition tells me there would be some shear within the slab that needs to be checked.

 

[KootK]

I'd be on the lookout for tie bar anchorage at the support nodes. I don't see any issues with the slab.

 

[KutEng]

That is another issue I am facing currently.

AS3600 requires 50% of development length to extend past a node, however that obviously can't be done here.

Would cogged tie bars with longitudinal bars acting as anchorage be a solution?

 

[KootK]

Would cogged tie bars with longitudinal bars acting as anchorage be a solution?

Cogged tie bars would certainly help. I'm afraid that I don't understand what you're getting at with the longitudinal bars.

AS3600 requires 50% of development length to extend past a node, however that obviously can't be done here.

That seems strangely punitive. I get that it would make for an excellent tie anchorage condition but it seems as though it would preclude a lot of common conditions (all precast).

One option is to have your tie bars welded to an end plate at the edges of the wall/slab. You'd probably have to apply intumescent paint or something for fire rating though.