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Wearing the Code-Writer hat: I would assume that if this topic were in ACI, they would term it to the effect of, "capacity of structural systems not yet attaining f'c shall be analyzed using standard load combinations and with appropriate factors to resist subsequent temporary or permanent...

If you meet the exceptions in Chapter E5 of the AISC, you are allowed to neglect eccentricity. When you do not meet the exceptions, technically yes you are required to analyze eccentricity. I have found this is significant if the angle is already taking axial AND flexure. I Use McNulty's...

The links below will take you to all the free webinars/seminars (that I know of) that AISC posts: http://www.aisc.org/content.aspx?id=2164 E-Learning Webinars http://www.aisc.org/content.aspx?id=4422 AISC Boxed lunch http://www.aisc.org/content.aspx?id=25892 Podcasts Are you looking for 13th...

I say start with Joseph Bowles "Foundation Analysis and Design", chapter 3 to get yourself acquainted with the tests & how they obtain "strength parameters" (qu & phi for cohesive & grannular soils, respectively). You could also try the old Naval Facilities Engineering Command Design Manuals...

As a side comment, the AISC 13th Edition has provisions for Nodal Bracing (Appendix 6 and Commentary Appendix 6). If your joist connections can transfer axial (as connect pointed out), you can design your brace as a lateral stiff spring that must satisfy a minimum stiffness & a minimum strength...

Also, I'm assuming that when this was built, they excavated back, formed up the walls, and backfilled. If I'm calculating friction of the soil against the concrete walls, is there some mu-coefficient I can use? It's not going to be like a footing on soil since it was not poured directly on the...

The buoyant force I'm estimating is: gamma * H * (bottom slab area) = 62.4 * 22' * (24.5' x 21.83') = 933 kips upward. My downward forces (walls/top&bottom slab/misc equipment after the demolition of the top building) = 905 kips down. ACI for environmental calls for a 1.25 FS for uplift, and...

I'm analyzing an old environmental lift station (effectively a huge basement). It was designed in the early 1960s as a lift station with building on top, but now it will be demo'd with the basement portion only being reused for a future lift system. Dimensions are 31.67' deep from ground level...