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?
[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?