Hold-down or tie-down forces are generated and hold-down devices specified at the following locations
Where openings in Segmented walls are adjacent to a full height sheathing segment.
At ends of segmented walls if they end with a full height sheathing segment
Hold-down forces, but not physical hold-downs, are generated where there is a hold-down on the level above but no hold-down location on the level below. These hold-down forces can be in non-shearwalls, or even where there is no wall on the level below.They are presumed to be carried by vertical elements (built-up wall studs, columns, or posts) to the floor below. The vertical elements are shown in elevation view and indicated in the Hold-down Design table, but no hold down devices are input or designed at these locations. Typically, the hold-down will be the same on as the one on the level above at the end of a wall or opening.
If the hold-down on the floor above is above an opening but not at the end of the opening, hold-down forces are generated at both supports to the opening on the floor below.
Wherever shear walls are offset there is a hold-down at the end of one offset wall and another at the start of the other offset wall
At the corner of a building, separate hold-down forces are generated for the ends of the perpendicular walls, and it is assumed there are separate hold-down devices. Shearwalls does not model the situation where one hold-down is used to carry the force for orthogonal walls meeting at a corner.
There is no hold-down next to a wall segment that is too narrow to resist shear, that is, they have greater than the maximum height-to-width ratio .
