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Composite column is used throughout multiple levels of the building, so yeah the encasement is continuous over many floors, but terminates somewhere near the top of the building where RC columns are used. Floors are prestressed slabs. My strategy is to use shear studs to resist loads introduced...

For a multi-level encased composite column, how do you design the shear studs for the shear/bending within every floor level? AISC offers three methods (external force applied to steel / to concrete / concurrently) - which of these is applicable for that mentioned above?

Thanks for the response Icebloom. Your explanation matches with my understanding - that the shear studs only need to be designed for the transferred force at that level, and the axial force from the composite column above shall not be considered in the stud design. Just that I do not see enough...

Does anyone have a reference that explains in detail how the shear studs of a composite column are designed and where they need to be provided? In particular, I have this confusion: For a multi-level composite column subject to compression load only (for simplicity), do the shear studs have to...

What is the maximum thickness that is possible (in terms of fabrication) for a circular hollow section? I have cases wherein I need an 800mm circular section with 80mm thickness.

Exactly as you pointed out @slickdeals, the building is asymmetric and with alternating floor plates causing the lean. The only effect that I am considering to take out is the instantaneous drift due to the structure's own weight (e.g, floor 'n' leans towards y direction, while floor 'n+1'...

Structure lateral system is RC walls with outriggers. There are planted columns supported on steel transfer trusses at mechanical levels. phamENG, you may have misunderstood. I am referring to lateral displacement due to gravity loads (not vertical displacement) that's causing exceedance of...

In ASCE7, wind drift is evaluated using load combination of 1.0 dead + 0.5 live + Service wind. If I run two nonlinear cases (A) 1.0 Dead + 0.5 Live + service wind, and (B) 1.0 Dead [w/o Facade loads], can I evaluate the drift as A-B? My thinking is that wind drift is concerned with...

Has anyone used this provision for piled raft design? I intend to use this to reduce the pile loads coming from earthquake. I've seen some people say that this is only for overturning/soil stability, but from the commentary, my interpretation that this 25% reduction in overturning moment can be...

The planted column is not part of the lateral resisting system. From the commentary you mentioned and the applicability limitations, I understand that overstrength need not be applied.

Imagine your building foundation is right next to the retaining wall. With this you would use the usual surcharge formula with the building foundation bearing pressure as surcharge load. If it is further apart, the solution will be either a Boussinesq (point load) or parallel strip surcharge...

I am designing a concrete wall which carries a transfer beam supporting a planted/floating column. ASCE7 mentions the wall should be designed for seismic load with overstrength factor. Now, my question is does all the seismic load resisted by the wall (coming all the way up from uppermost...

Hi Rick, My question applies to both roof truss and truss bridge. My question relates to the procedure of designing a truss. Let me rephrase. In designing trusses, do we have to make a separate global buckling analysis (be it linear or geometric non-linear)? If so, what is the buckling load...

JoshPlum, I just read the chapter. So there is no need to run a separate eigen buckling analysis because the AISC strength checks already consider this?

Seems that the responses have been in agreement that Ldh should be met. I always thought that extending the tail would compensate for it. Thanks for the responses.

Does ACI or any other code allow this type of anchorage?

I took this factor of 10 fro mEN 1993-1-1 CL. 5.2.1

I am designing to AISC but there is no guidance regarding the minimum factor of safety for global buckling. In Eurocode 3, the critical buckling load factor must be more than 10, else you have to consider P-delta. Some guys are saying that this is the minimum factor of safety (10) and redesign...

I am doing global buckling analysis of a truss. What is the recommended buckling load factor (ratio of buckling load to applied load) that you use in your design office?