ASCE 7-05 WIND LOAD CASES

[cpMB]

I had some questions regarding the wind load cases for method 2-all heights. For structures of light-framed construction with wood shear wall MWFRS can the orthogonal load directions be separated to have no influence on each other due to the lack of common elements (except the diaphragm or combined holdowns)? If not, how does one go about applying transverse loads to the shearwalls? Is there any other consideration besides the buckling of the studs/end members-similar to components and cladding loading- on exterior shear walls?
Thanks for any input

 

[msquared48]

"...how does one go about applying transverse loads to the shearwalls? Is there any other consideration besides the buckling of the studs/end members-similar to components and cladding loading- on exterior shear walls?"

Forces normal to the shearwalls, and I assume you sare talking about exterior shearwalls, are merely those forces that would have to be transferred through the roof/floor diaphragms to the shear walls normal to the ones you areconcerned about. The studs of all walls, whether bearing, nonbearing, shear, or any combination thereof, function as vertical beams to distribute the wind load to the diaphragms. Nothing more, nothing less. If they are bearing though, you would want to check the studs for the vertical/lateral combo, plus...

In large window walls, and stud walls with higher plate heights, deflection normal to the wall plane should also be considered to avoid interior sheetrock, brick veneer, and/or window damage.


Mike McCann
McCann Engineering

 

[DaveAtkins]

cpMB,

I agree with you. Rarely are diagonal wind loads on a wood framed structure of concern. The only time to be concerned is when two perpendicular shear walls meet at a corner.

DaveAtkins