Non-rectangular shear wall sections

[cmhski]

I am working on retrofitting the gable wall of an existing structure. It has a steep roof (11:12) and openings in the gable wall (windows, etc.). How do I determine the available amount of shear wall for the second story? Do I only include the sections with full height, or do I take an average, or?

Also, are there any good references for structural calcs that do not assume that everything is composed of perfect rectangles (which is rarely the case in the "real world")?

The structure is located in CA and seismic forces control.

Thanks,
cmhski

 

[cmhski]

OK, I guess I wasn't making myself clear - I want to know what is customarily done, not necessarily the statics nuts&bolts of the procedure.

Thanks,
cmhski

 

[SperlingPE]

Use full height sections unless you know how the wall was constructed (detailed at the openings and at the upper floor line). A fair amount of information will have to be known about the wall to be able to arrive at the capacity. Look for information on nail size, whether nails, staples, or air nails were used, plywood thickness and grade, stud spacing, nail spacing, blocking, etc.

 

[FalsePrecision]

For shearwall with sloped top edge, I take the average height for overturn moment calculation.
For shearwall with openings, I use APA Perforated shearwall technology whenever possible. (APA TR157). The UBC has no reference to this issue, but I have had few problems with plans checkers, especially with adding corner straps. The IBC has this procedure, but in a "dumbed-down" version (an insult to anyone with a Kollitch eddumacashun).