HAHA. That's funny. I had a square two story SDC B building recently where the seismic system was moment frames on one side and an ordinary reinforced CMU shear wall on the other. The wall was so much stiffer than the moment frames that the inclusion of accidental torsion (just the minimum 5%) caused the center of rigidity to be outside the building footprint. I thought it was an interesting situation and the first time I've seen it in my career. Wind still controlled as usual. All of my clients like 5' parapets, it makes me sad.
Quick question to all of you. Something interesting I find in the code is that seismic has a 0.7 ASD multiplier while wind has a 0.6 ASD multiplier. This creates a situation where, depending on design methodology and materials, wind can control LRFD design while seismic controls ASD design. I've never seen this personally, but have any of you experienced this? If so, how did you handle it? The conservative assumption is to check both, and detail accordingly, but it just seems odd to me since these two load cases don't "line up."