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Perforated Shearwalls

Perforated Shearwalls

Perforated Shearwalls

(OP)
Using this design methodology, you apply a factor to your allowable shear based on your opening percentage.

[Vwall = (v*C0)(sumLi)]  

You essentially decrease the allowable shear by using a smaller shearwall panel length....this makes sense.  What doesn't make sense to me is how this factor increases you uplift values.  

R = (V*h)/(C0*sum(Li))

Why do end up reducing your moment arm for uplift vales when they are taken at the ends of the wall??  I am working on a design of a rather simple residential project (3-story townhouses) and I am calculating very high uplift values.  I am able to utilize hold-downs, but I know these values are unreasonable for a project of this size.  I hate to "over-engineer" things like this.  Any insight?

RE: Perforated Shearwalls

Without knowing exactly what you are doing - sizes, winds, seismic, etc....  You CAN get very high hold down forces and especially with a 3-story building.  Good Luck....

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