It took a little while but my professor eventually got back to me on the issue. Thought I would post his reply:
"In section 12.4.2.2, it indicates that the vertical seismic load effect can be neglected in SDC B. It does so by changing the seismic load combinations (Ev = 0 so E = rho*Qe + 0)...
I looked up their Seismic Committee, and coincidentally their Chair happens to be an old graduate school professor of mine, so I have reached out to him. Curious what he says.
I noticed that, new in the 2016 version of ASCE 7, they allow you to take the vertical seismic load effect Ev (0.2Sds*D) as zero if you're in Seismic Design Category B. This is stated in Section 12.4.2.2, which of course deals with seismic loading on building structures.
Would this also apply...
Thanks for the responses. I see the E values on page 346 now, so I think it's safe to use 29,000. I was aware of the formula for shear modulus, but didn't know for sure if Poisson's ratio was still the same. I'll assume it is.
I am working on a repair of an old structure, and had a question about the properties of older steel shapes. The existing structure I am working with was designed in 1953. In checking the capacity of one particular W10x33 beam, I have used the AISC 5th edition manual (which was copyrighted in...
I will be taking the vertical portion of the SE exam soon, and I was just wondering if it was necessary for me to have the AISC Seismic Design manual for that portion of the exam. NCEES lists all the codes that their exam follows, but they just give one big list for both the vertical and lateral...
I have been tasked with designing concrete piers that will support existing wood columns, and I was wondering if anyone could offer any helpful tips as far as how I should approach the design from the beginning. The wood columns currently stand on top of a concrete slab, but due to water/other...
