Discontinuous Shear Walls - The Analysis of Irregular Shaped Structures - page 426

F i g u r e 11.16 Determination of collector forces.

F

34 =

(639.83 - 389.8)(8) = 2000 lb,matches overturningforce ∴ OK

-

F 45 = ( 846 66 . - 409 79 8 . () = 3495 lb , matchesoverturningforce

-

F right = 867 38 .() = 6938 4 . lb

C = 6938 4 . + 750 = 7688 4 . lb compression , rightboundarymember.

The reaction is confirmed. ▲
The wall shears are fairly high on the right side of the wall, requiring sheathing on
both sides of the wall. Bearing perpendicular to the grain stresses should be checked for
the compression studs to bottom plate bearing. This is a high-demand wall with complex
load paths that should be carefully detailed on the drawings. One additional shear panel
at the top of the wall would reduce the shears in the wall. It should be obvious to the
reader that eliminating panels to save costs is an exercise that is not worth pursuing.

11.3 Vertically Discontinuous Shear Walls
The two-story interior shear walls shown in Fig. 11.17 are in vertical alignment. The
arrangement of the walls creates simple lateral load paths to the foundation and splits
the diaphragm into two simple rectangular sections at the roof and at the second floor.
Figure 11.18 shows the same structure with in-plane offset walls at grid line 3 and a