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Thank you Brad. I am looking at the last picture you uploaded and I can see the F3 in your SC2-3 is around 31kN, which is similar to mine and I believe the mesh size if your SC2-3 is small enough but don't know why a close to 0kN result is still not achieve even if I assign spring instead of...

I have tried the base beam. I can see the shear force in the beam is close to theoretical one. But I really want to see the shear in shell. Is there anyway to do it?

Thank you very much Brad. I can see from your last picture that you have a model without base beam but multiple pin supports. What is the shear result for this model? Is it close to zero as well? I expected the spring conditions give me results that are closer to theoretical ones but turned out...

ETABS

Can you please show me how you assign the base constraint?

Thank you everyone. So I have change the support condition in lateral direction from restraint to spring (1kN/m as a test) as shown below. But I am still getting the similar result.

But both SCut3 & SCut4 shows non-zero force F3 in your model as well.

Thank you everyone. As for restraints issue you mentioned, I used the default setting 'Add Restraints on Edge if Corners have Restraints' so where the mesh nodes are the restraints were already applied. This can be verified by the reactions shown below. That said, I have split the shell...

Do you mean making the capping beam the same level as the slab and have shear connection instead of bearing? (Sorry I just saw you attached a picture) I did the similar connection for slab to the LHS beam. But it restrains the slab and thus cause problem for temperature if I have this...

I have this 200mm x 3000mm cantilever wall with 100kN in plane point load at top. From q = VQ/I I expected the shear flow is 0 at edge and 75kN/m at the middle. However, FEM gives me around 60kN (ie 20kN/m shear flow) at the edge. Where did I do wrong?

Yes to the first question and no to the later one Secant pile wall is not needed for lateral. But, what if I tie the slab to the capping beam regardless? Is it a concern for temperature?

Slab is supported by the LHS beam which connects to RC columns. Under the capping beams are piers.

If I tie it by using Z bars, won't it restraint the slab and cause cracking issue under temperature?

Hello, My one-way slab is exposed as shown below. What do you recommend for the connection to the capping beam for the consideration of temperature. I am thinking not having any connection so the slab will be able to rotate freely? Any issue with this?