According to the ASCE, I think we need to apply the omega to discontinuous shearwall holddwons. Please tell me if I am wrong. I discuss this with some other PE's, most of them do not use overstrength factor to fator up the overturning momnent when designing shearwall holddwons. If the omega is...
When we design hold downs for wood shear walls, we use the load combination (0.6-0.14SDS)D+0.7pE (seismic) and 0.6D+W (wind) to calculate the uplift. In an other word, the formula we use are T=(Mot-(0.64-0.14SDS)Mr)/L (seismic) and T=(Mot-0.6Mr)/L. We got many projects approved using these...
I am designing a 3-story building with SMF in the front and SCBF in the other three sides. Interior columns are subjected to gravity load only. How can I set the dual system in the steel frame design preferences? I tried to use SMF under the code AISC360-05/IBC2006 without ignoring the seismic...
