shear design for gym

[cmsinai]

I am currently trying to desing a gym, 105'l x 98'w x 34'h, with 5 bays per side, either with masonry pilasters or preferably steel columns, and masonry infill. The idea is to have some glazing in the corner bays but I'm worried about shear considerations. Is it better to provide rigid diaphrams in the center and corner bays with cross bracing or masonry, or is it just as effective to provide this diaphram action in the second and forth bays allowing for some glazing in the corners?

 

[ishvaaag]

I think that at the plan dimensions you are referring you should have no problem coming from the position of the against lateral forces resisting system. Most common view indicates bracing at center bays be better since allowing elongation from there towards the corners. Including jointed end whole panel windows can even make it of better behaviour since the sealant may better take differential movements between roof and wall (here window) panels.

Normally only rarely here (Spain) we would rely in the masonry infill for shear for a gymnasioum. Maybe for a shed with no much ppl within. This in spite of of course the (if attached, as maybe convenient) masonry of course most times overridding the stiffness of the standing bracing or frame stiffness. In any case, one way or another, limit the under lateral forces distortion to be no bigger than 1/400. 1/600 would be better, masonries start to break from 1/2000, yet no one uses to afford such stiffness anywhere.

 

[Taro]

I would rather have the 3 center bays for shear walls and leave the end bays for windows, etc. Then, if the wall is continuous, you will have a larger moment arm for overturning resistance and you will end up with a much more efficient design.