ASCE 7-16 Anchorage of Structural Walls

[StructuralAddict]

Clause 1.4.4 of ASCE 7-16 states that "The connections must be capable of resisting a horizontal force at the strength level, perpendicular to the plane of the wall, equal to 0.2 times the weight of the wall tributary to the connection, but not less than 5 psf".

I would appreciate some numerical examples demonstrating how to apply these forces. For instance, in the case of a building with two floors and a roof, how would the 0.2 times the weight factor be applied? Additionally, where exactly should the 5 psf load be applied?

Thank you for your assistance.

 

[phamENG]

In both cases, it's applied to the surface of the wall. So if you have a wood stud wall that is 8 feet tall and weights 10psf (studs + insulation + gyp + whatever else), then you'd have to design the connection of each stud to the sole and top plates for 8ft*1.333ft*5psf/2 = 27lbs OR 8ft*1.333ft*(10psf*0.2)/2 = 11lbs, whichever is greater. The plates would then need to be anchored to the diaphragms above and below for 27lbs/1.333ft = 20plf. (This all assumes the studs are at 16" on center.)

This is a basic stability check, ensuring walls that are supporting loads have some minimum capacity to resist out of plane loads.

Of course, there are other loads to consider, this is just looking at that one section you quoted.