Coupled precast walls

[Dylan0022]

Client wants to use precast core wall so I model them normally in ETABS. But the shear is too much so I end up using joints instead of cast in plate but client is not happy with this.

So, as I test, I build two random 40mx25m x 10 story building models with one model walls normally while another one with in plane shear released in these walls' vertical edges.
The one with shear releases does deflect more compared to the 'original' one under seismic but to my surprise, not like too much more, juts like 2-2.5 times the 'coupled' one.

So two questions,
1) Is there any other changes (just changes compared to the 'coupled' one) that I need to make in my model apart from releasing in-plane shear wall vertical edges?
2) If the deflection of the 'uncoupled' walls one is within limit and thus end up not using joints. In this case, do you still use cast-in plate between panels or just leave them unconnected?

Thank you.

 

[HTURKAK]

Let me ask you , to clarify some points ;

- What is the Seismic Force-Resisting System if you look Table 12.2-1 (ASCE 7-16) e.g. BEARING WALL SYSTEMS with Intermediate precast shear walls

- If you check the drift requirements ( Table 12.12-1 Allowable Story Drift ) does the model with 'uncoupled' wall comply the requirement ?

- How the PC floor slab joined/supported by p.c. walls ?

- regarding your definition ( coupled walls ) ; are there coupling beams or you mean Vertically Jointed Wall Panels ?

 

[Dylan0022]

By "coupled" walls I mean these walls can form a box section like what we normally do while "uncoupled" means they are separated. I tried to make these walls work together like a core by using typical cast-in plates between two panels but the shear is too much for these plates.
I am not designing to American Standards but the lateral force resisting system is the precast shear walls.