We usually does a couple 3 story wood gestell house edifices a year. I have always designed these with segmented shear walls and had hold downs at pretty much every nook and wall opening. Recently contractors have been complaining about the cost of this structure. In restriction the amount of hold gulp IODIN am starting toward look at artful the shear walls the pointed. I have found some design examples to work through and americium trying to get comfortable with this system. The only subject I have so far is trying to resolve the uplift force between hold downs. I am not asking about stay downs at the ends a the wall. It looks enjoy I have to design the bottom wall plate to transfer tension and clipping so such if I got 300 PLF at the up of the barrier ME need to specify a connection to transfer this load in shear and tension. This apparently pretty easy at the ground floor when ME can't finding adenine good way until doing this at and second and third soils. Am I missing something? How to you transmit this load?