I am going through the examples in AISC Seismic Design Manual as prep for the Washington Structural III Seismic Specific Exam. My question has to do with the need to account for second order effects in frame element design.
say for example when looking at Example Problem 4.2 OMF COLUMN DESIGN- pg 4-7
I realize that for an exact solution you would have to check the second order effects on the frame elements. But this part of the calculations are pretty cumbersome and time consuming. I'm wondering if it would be acceptable practice (IE for use on the exam) to neglect second order effects (and state so in your problem solution) to come up with approximate first order member sizes (using Table 6-1 of the manual). If time allows you could check for second order effects, but I don't think that time will allow, as I know that time is really, really tight on the exam.
Would this be wrong? I appreciate anyone's feedback.
say for example when looking at Example Problem 4.2 OMF COLUMN DESIGN- pg 4-7
I realize that for an exact solution you would have to check the second order effects on the frame elements. But this part of the calculations are pretty cumbersome and time consuming. I'm wondering if it would be acceptable practice (IE for use on the exam) to neglect second order effects (and state so in your problem solution) to come up with approximate first order member sizes (using Table 6-1 of the manual). If time allows you could check for second order effects, but I don't think that time will allow, as I know that time is really, really tight on the exam.
Would this be wrong? I appreciate anyone's feedback.
