shear force between CLT wall panels - joints?

[mats12]

Hello,

how would you calculate shear force between panels?
Is it OK to use horizontal force (seismic force or wind) on top of the wall (shear force of the single wall)
and make a truss and tie model - the compression force in vertical element (joint between panels) is equal as shear force?
There is no actual stiffness of connectors considered in this case but we are being on the safe side?

thoughts

 

[mats12]

any help?

 

[masonrygeek]

Switch to masonry, but I'm biased!

 

[TidePoolJunkie]

In your case, vf should be 89 kN / 3 panels * 2 (approx 2:1 aspect ratio) = 59 kN, which is the avg of the two shears in your line model. Not sure why you're line model has that slightly different.

 

[phamENG]

Not sure why you're line model has that slightly different.

Axial stiffness of the simulated beams in the model. If the load were applied as a uniform load across the top, those shears would be a bit closer to being equal.

Include the base shear equal to F/3 at each panel and I agree with Kyle's sketch.