Transfer loads from wall

[Gile_]

I am going to provide transfer load schedule for PT contractor and am wondering how you guys deal with the transfer gravity loads for walls? Do you simply gives line load or together with bending moment? I believe the wall will have great axial loads at ends due to bending moment.
Please see below simplified section as an example. (The arrangement is actually more complicated).

Please note that I am talking about gravity only here and it is a general question, not just limited to the example above.

 

[KootK]

And if you want to estimate what the slab load might be in a worst case scenario, you might run a model with some of the shear walls removed as shown below.

 

[Retrograde]

I think you should break that wall up into multiple wall elements to see what the distribution of forces along the wall is. Also, are you running a staged construction analysis? You should be to ensure you are getting an accurate distribution of loads on the transfer slab.

 

[Gile_]

Thank you for your help everyone.

- A.F
Around 1200kN

I just shifted the transfer wall a bit inwards and the moment reduces a lot. Now I feel like the it IS due to the cantilever truss behavior.

KootK. I actually want to do it the other way around - I want the wall to be a load on slab when designing the slab.(Like I said, I have checked the long term deflection the the transfer slab and it is fine. I think the reason of the moment still exist even in my model that construction sequence is included is because the cantilever wall stiffness is too much.) I believe I am on the safe side for the slab design since I don't including the bending moment, which is beneficial for slab in the slab design. As for punching shear, the wall sits directly on the column so I think it is not a concern here?

Now for the wall design, do I need to do anything special if I design it this way? say provide more bars at the end where wall meets slab at mid span due to the tension etc? (I believe the bending moment will still be there in real life) What if I don't do anything special at that zone (ie. just say N16-200 each face all along the wall like normal) what will happen? Will the wall cracks a lot at slab mid-span? Bars at wall end yield? (1700/4 = 425kN)

-Retrograde
Yes I did