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Steve, thanks for replying. I suspect the issue is elsewhere. In fact the line is commented out as the node selection, necessary for the subsequent CINT command (to calculate the J integral) is performed by the two precedent NSEL commands, through pointing at the coordinates of node 56. I...

Hi there, I am trying to calculate the J integral around a crack between two concentric orthotropic cylinders. the crack tip node is 56, but at tyhe end of the analysis in the status window the crack front node is shown as 55415 (which does not exist). Furthermore the J integral values are...

Apsix, you are kind in your irony, I would have accepted being called a fool rather than a brave. I will certainly check the link at the first occasion. Do not call the police, it is not a structural application and no damge to people could occur anyhow! Kindest Regards Favollo

Graybeach, needless to say I totally agree with the opinions presented in your posts. I am also sure in England there is a code equivalent to AISC, but I would not know where to look. Anyhow the beam has been now designed considering the worst case between Roark's formulas and the Euler Beam...

Youngstructural, your post was enlighting. I have never thought you people would limit deflections in order for people not to notice them, with even ad hoc factors subject on view angle. Dead crafty. 40818, I see your point which is of course evidenttly right. This story about the...

Graybeach, 1 mm as a tolerance is not a limit imposed by anybodu, it is just the result that come out first and for some reason I am trying to stick to it. The fcat is that all I know about elasticity was learnt at school, and if you apply a linear model is stricltly speaking correct only if...

Tomhf, thanks for letting us know. kslee1000, you are very right but axial shortening is not too much of a concern given the application. The end supports will tend to rotate in opposite senses. the axial load is applied form both ends as a live load, in the sense that will always remain...

Tomhf, I do appreciate your comments but it was rather cryptic. Which method did you use then? Thanks al ot agin to all of you. Take care Favollo

Hokie66, Csd72, both advices accepted, with one pinned connection I have to incresae trhe section up to 180 * 180 * 10 in order to saty in the region of 1 mm deflection. Hokie66, yes I did calculate EI myself, did not think about the rounded corners.. Have a nice morning ( I am Europe based!)...

Hoki66, thanks a lot. The connection is a point I am struggling with. the intention is to have it fixed through welding to a support, but there might be some deflection of the support as well. Anyhow, in theory it is fixed. The section is a squre hollow section, 150 x 1150 x 8. My deepest...

Hokie66, you are too right. I will give some detail with the results I have found so far. The beam column is loaded with a trnasversal load of 0.33 N/mm, span 8000 m, clamped both end, 4*10^5 N compressive force. At the momemt I did some calcs for a section with I = 1.532*10^7 mm^4, stell...

Hi there, this conversation is utterly interesting. Without fear of being unpolite, I must though admit I am very surprised. It has been suggested the beam colum should be designed by as tructural engineers. A few of you, has made their contributions and suggestions range from Roark's formula...

Graybeach, Csd72, the design I am getting at would be loaded at 13.7% the compressive capacity. Still the moment due to eccentricity is more or lss 30% of the moment due to transversal loads, which looked too much. I have not had time to look at the energy method yet as suggetsed by...

All, many thanks to your suggestions. I found the formula in Roark's book but I am reluctant tu use a formula which I do not the derivation of, hence significance of its assumptions. The only software I could use is ANSYS, but I would be ashamed of using it for this problem.. Right, the beam...

Hi All, let me preface I am far from being a structural engineer, which will explain the triviality of my post. How to calculate deflections for a horizontal beam, both ends clamped, under distributed force (own weight) and compression? I am looking at the basics, but as you can not...

Hi all, I am modelling an orthotropic layered shell. I wanted to use shell 181 elements, fulfilled the real constants table (orientaion) but then I did not know how to model many layers. Under the menu section>shell> lay up> add there is the possibility of adding many layers with multiple...

Hi All, I modelling a composite material for which I have all the constants in the x and y direction, the problem is 2D. The fact is ANSYS requires all the constants, and I am not sure whether I should use arbitrary values just to respect energy conditions or what. Many thanks for any help...

Hi All, I am modelling a structure with a hole through which a stiff rod is inserted. The material the component is made of undergoes large deformations and is not bonded to the rod, i.e. it can get clearance from it but it can not of course compenetrate it. I was wondering if there was a more...

Mihaiupb, thanks for your advice which seems to solve my problem. Thanks and Best Regards Favollo

Hi All, I do often perform non linear analysis using hyperelastic models. form time to time after the solution is obtained I can get the deformed shape but not strain or stress data. If I try i get the error message (fir example if I want the elastic energy) the requested EPEL data is not...