We usually do a couple 3 story wood framed apartment buildings a year. I have always designed these with segmented shear walls and had hold downs at pretty much every corner and wall opening. Recently contractors have been complaining about the cost of this system. To limit the amount of hold downs I am starting to look at designing the shear walls as perforated. I have found some design examples to work through and am trying to get comfortable with this system. The only issue I have so far is trying to resolve the uplift force between hold downs. I am not asking about hold downs at the ends of the wall. It looks like I have to design the bottom wall plate to transfer tension and shear so that if I have 300 PLF at the top of the wall I need to specify a connection to transfer this load in shear and tension. This seems pretty easy at the ground floor but I can't find a good way to do this at the second and third floors. Am I missing something? How do you transfer this load?
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