Holdowns with shared post in shear wall

[babyfaceeit]

How do we check the holdown with shared post in corner?
Do we need to account for 30% uplift from another direction?

 

[phamENG]

Seismic or wind? Can't say for seismic (I'm on the east coast and the seismic loads are never enough to worry about explicitly, I just have to make sure the pieces are there), but for wind ASCE 7 provides several load cases that involve multi-directional and torsional responses. For each load case, you can determine the shear in each shear wall and the reaction at the ends. Sum the uplifts at the shared post.

 

[msquared48]

I check for the worst case hold down at the corner in each direction and use that holddown at the corner.

I do not combine directions, only use the worst case.

Mike McCann, PE, SE (WA, HI)

 

[LockeBT]

For Wind - not that I know of. You can to be conservative I guess.

For Seismic - depending on the Seismic Design Category, if it's D to F, then you have to account for the Orthogonal Effect of that holddown (because it is considered part of a column or wall that forms part of 2 or more intersecting SFRSs). Which means you are on the right track. Basically you design for the max of:
1) 100% of the direction you are analyzing PLUS 30% of the other orthogonal direction
2) 100% of the other orthogonal direction PLUS 30% of the direction you are analyzing

Sauce (a slang for source): ASCE 7-16 Section 12.5