Recent content by ST04

Dear colleagues Recently I was encountered with a design of large column section. To make it simple, bars could be grouped in bundles and the code that I'm using is BS, it allows for bundles of 2,3 and max of 4 bars. But it doesn't state that each bundle has to be made of same bar sizes. So is...

Thanks everybody I appreciate your inputs. Best regards

Blue colored link goes along the whole perimeter

Dear colleagues, For reinforced concrete column having bi-axial bending moment (both axes) with large cross section, do you have any suggestion for the ties/links configuration? In BS 8110,3.12.7.2 "Every corner, bar, and each alternate bar (or pair or bundle) in an outer layer of...

From my point of view, there is a valid point of selling the codes. These codes are "Code of practice" involving lots of experimental and deep studies. Regards

Hi flash thanks for the response yes it can be but I'm concerned about stress excreted by stiffeners on column face http://www.eng-tips.com/viewthread.cfm?qid=292170&page=3 Any way, regarding this thread I believe that it should be applied to the section surface. Regards

By the way I don't recommend STAAD pro as a basic analysis software.

I have noticed that Risa 3D is the most preferred in this web site, for me I have tried it for short period (I was capable of STAAD and SAP2000 when I tried it), for me I felt it is away from being user friendly (SAP2000 is not very friendly but you can model your structure in STAAD then export...

Hi dear colleagues thanks a lot for your valuable inputs Dear dhengr I enjoyed reading your comment, it looks like you do like FE :) (Just kidding). Well, I used Ansys for such non-complicated design considering the values provided by the software to be something close to what would happen in...

Try to figure out how to write a function for that constraint, in the same window you are talking about near the "Prescribed Displacement" you will find a choice of adding a function. For me I couldn't do it when I tried recently. Regards

Using round or chamfer for the edges didn't solve the stress concentration, so there is no any way to overcome that situation? Even though it is related to geometry, but it gives the feeling that the structure is overstressed :]

Thanks again corus I will put your comment on mind. Dear csd72 These are results for the case of tension applied to the column, I did that for the sake of verifying the manual solution with the FE because it is easier than the one with moment. Thanks for the reference, if you have a link where...

Thanks corus I thought of adding fillet radius between them but I felt that it may not be correct to include the fillet weld material to the stiffeners. I will try to add fillet radius to the stiffeners edges equivalent to the fillet weld dimension!!! I have tried to add fillet weld but it...

Thanks dear colleagues For an axial loaded base plate (Compression) I'm getting almost the same results in hand calculation and Ansys, but for the same base plate if the load is (Tension) the maximum principle stress will go up to 441 MPa (N/mm^2), however, the Von-Mises stress is almost...

Thanks corus for your quick and informative reply I have found small but important error in my hand calculation, and now I'm getting higher stress values than before. Regarding to what you mentioned "and remove that peak stress component to give you the nominal stresses in that region." I'm...