Gents,
I am looking into design principles of aprox. 1m wide walkways as follows: side beams are UNP profiles (expected size about UNP200) and transverse beams per 1-1.2m, either fully welded IPE80-IPE100 in the 'center' of the UNPs; the load, length and support conditions for walkways...
Apologies if in my brief search I missed threads which would clarify my below question. For the calculation of some wooden members, I was recently confronted with the problem mentioned in this post. I note that since then the matter was fully resolved in another way (unrelated to this post), so...
Hi all
I am looking for suggestions from you guys...I am interested in getting a good book which would deal with load path in steel structures, both at a member level (i.e. deck -> beams -> columns, etc.) and at a connection level (e.g. web-> weld -> end-plate -> bolts -> flanges) so to say...
Hi all,
I have a simply supported 3 meter I beam (180mm deep) which supports grating panels on both sides. The beam is overutilized in bending to around 130% if it is considered susceptible to LTB. The grating panels are clamped as shown in the picture per 800mm. You can also see in the picture...
Well, here it is, yet another thread on buckling lengths. Although I would say this is a very common issue, I have not been able to find clear information until now and I am interested what you guys think of the following situation. I have a simple portal frame in which the rafters have the top...
Hi everyone,
Being a relatively new structural engineer, I am trying to get a feel of when differences between theory and practice are ignored / deemed as unimportant by structural engineers. Although I have an idea about the answer, I wanted to ask you about an aspect related to lateral...
Hi everyone,
I am interested in your opinion on the general way of dealing with stabilizing forces. Imagine a simple industrial steel structure, with roof trusses where the compressed chord(s) is restrained from buckling out of plane by struts (purlins or roof cladding assumed not to do this)...
Hi,
I have a question regarding the general methodology of designing channel sections subject to bending (from transverse loads). I have to state from the start that I am unfamiliar with American design codes, although this may not be relevant as I am interested in how the problem is thought...
