Search results for query: *

Ok thank you very much! Excellent idea to use a calibrated factor on the results of simply supported case. I will do that! Yes, horizontal reactions will be there anyway, since also there will be some flexibility in the bolts, I will again have to calibrate the results with the tests to be able...

Is it a dumb question to answer or was I not clear? I am still confused, should i consider those horizontal reactions in my design? Could you least refer an example or a book so that i can work on it ? Thanks!

I don't have the test results yet, so at the moment I can't compare the results with reality. I modeled the connection b/w the panel and the solid support flexible. My problem is, when I have uniform gravity loading on the panel, with these supports fixed to the ground,(solid blocks that bear...

I have a 3D steel panel modeled with shell elements. And this panel is fixed at its two ends with bolts to solid blocks, which are the supports for the panel, and they are fixed to the ground. Having both ends fixed, I obtain high horizontal reactions at the solid supports under gravity...

What I want to learn is, for similar cross section properties (area, strength, etc), and length, which one would be easier and more efficient to produce (thus less co2 produced during production) : An I beam or a hollow section beam ? Should I conclude that there is not a significant...

Which one of these have larger carbon footprint during their production: Steel Hollow Sections or I sections? Anyone has some data for this? thanks

TX, Could you specify what makes HSS sections cost 20-50 % more than hot rolled steel sections? Is it only due to the manufacturing or is it a life-cycle calculation including the connection difficulties and splicing?

So, everybody agrees that the extra cost of constructability of connections is over the cost savings that could be made on the fire protection, material saving, and savings on the formwork in case of composite construction. Thanks for your opinions!

Actually, I want to change my way of asking.. Given all the advantages over open sections such as: a) symmetry in structural behaviour b) higher compression capacity for the same amount of material used (thanks to symmetry, lower slenderness, and also less residual stresses caused by...

Which column type would be cheaper to use in mid-height buildings, circular hollow (CHS) or I-Wide flange sections? How would you compare these two types of column sections in terms of economy and efficiency? To me, circular columns seem capable of doing everything that wide flange sections...

Principally, it depends on the type of your structure. The choice of the type of structure becomes prior to choice of the connections. Then, if your conenctions are supposed to be close to rigid, you let them carry moments, therofore you design them as moment connections. If the connections are...

Thanks for the comments.. Since the axial loads are actually small, I will go for a beam-column design, I suppose the buckling deformation will be small enough to be neglected.. But thanks for reference JoshPlum, now I know what to do if I had bigger axial loads..

no ideas?

Hi! I need to design a curved column, sth like you can see in the attachment. What verifications do I need to do? I am thinking to obtain the stresses at the base, and verify the section.. What else should I check for such an element? It's a 3 meters high column with not much load on it (a...

I need some tutorials to start understanding how I can work with Autodyn Does anybody have any material for that?

@dhengr; what if I am not old and big enough to be using sap2000? should I stop trying and fixing the knowledge I miss or what? I almost tried any boundary conditions which keep the structure at least stable (which don't, when I release all but the vertical restraint at the one reaction) I...

In case someone would like to see, I attached the sap file. It s a very simple model for an I beam of 5 meters. http://files.engineering.com/getfile.aspx?folder=15d400e0-0c93-47d3-b847-d15927199306&file=Ibeam(5_meters).SDB

@dcarr82775: tried.. still have high moment values at those same points.

@Galambos, Could you detail a bit more on Saint Venant action?

I am modeling an IPE beam using shell elements in Sap2000. My boundary conditions are translational restraints(in all 1,2,3 directions) in one end, and translational restraints (in 2 and 3 direction)in the other end of the beam. In such a case I don't understand why I have high positive moment...