Thanks for kind words. I’m planning to share all my knowledge. I’ll soon be running a lecture series on design of steel structures for students and structural engineers.
Thank you very much Professor for your nice lecture. Please add more lecture specially Concrete-filled steel tubular column and Cold-formed steel model in ABAQUS with different loading.
Thank you sir for such an important and informative tutorial. I would like to know that how does eccentricity affect the buckling resistance (Nbrd) of column? As, eccentricity reduces the buckling load? Does it also change the buckling resistance of section? Or it is only related with section geometry and strength properties?
Load eccentricity is normally accounted for via imperfections. Imperfections include out of straightness and load eccentricity. It is normally taken is Buckling length divided by 1000. But in my opinion it changes with change in slenderness, but I don’t have much evidence to support this opinion.
Hello Dr Jawed. I don´t manage to create the Linear_Buckling.fil file in my directory file which I have put on desktop. I have added the text *NODE FIL U, exactly as you state but nothing happens. Any ideas why this happens?
@@DrJQureshi i did so but the FIL file does not creates in the working directory. The job is submitted everything is correct but the only problem is that the FIL does noy appear after the job completed so I cannot rum the nonlinear job.
Another question is does the graph displayed at 24:21 indicate the load-carrying capacity of a column? If so, is it possible that the Euler load can be higher the axial load capacity of a section?
Euler load is always higher than the experimental column capacity for practical columns. Very slender columns columns capacity is equal to Euler load and for very stocky or bulky columns column capacity is equal to material strength times areas.
Thank you sir for your response. Can we add temperature load along with axial load to understand how the column will behave under thermal load and applied load? If yes, how it is done?
@@rabinderladhani1294 I’m sure temperature can be applied. But I’ve not used it before. I’ll learn myself and will try to get back to you. Meanwhile, you might find it by searching up on TH-cam.
Hi sir, thanks for the nice tutorial. We followed your tutorial for SC1-4 and SC1-6 from the paper provided to get the load-deformation curve. However, the experimental and simulated curves do not match. Are there any additional steps that we need to include? Looking forward to your reply soon.
Hi, my results didn’t match well all experiments too. I think more slender columns tend to have imperfection L/2000 and less slender L/500. But in most experimental research papers they use L/1000. I still have to find out why is it the case. I can share my confidential FE results and papers with you via email. Please drop me an email at drjqureshi1@gmail.com.
I’m also inquisitive about why in most papers there is an excellent match between experiments and numerical study in tubular columns when L/1000 imperfection is used. Surely, my results are different in some cases. May be in experiments they add up out of straightness and load eccentricity to work out imperfection. They mostly change load eccentricity to make imperfection equal to L/1000 as out of straightness will vary from column to column.
In this type of analysis first mesh sensitivity analysis should be performed by trying course, medium and fine mesh. It can be 10x10 mm, 5x5 mm and 1x1 mm mesh. The mesh, where results (failure load) are not changing much, should be chosen. This problem will also be sensitive to global buckling as well. Typically, buckling length,Lcr over 1000 is used as imperfection in these columns. But my experience is that it is not always true. So, Lcr/100, Lcr/250, Lcr/500, Lcr/1000 and Lcr/2500 and Lcr/5000 should be tried to see which one compares well with experiments.
You can now download all lecture material and modelling files at tinyurl.com/JQureshiABAQUS
sir your work is fantastic , but i am expected more lecture in the future. May ALLAH blessed you happey and sound life.
Thanks for kind words. I’m planning to share all my knowledge. I’ll soon be running a lecture series on design of steel structures for students and structural engineers.
Thank you so much professor for your wonderful informative initiative. Hope to see more informatic videos in the coming days😇😇
I really appreciate your kind comment. Yes, sure, more videos are on the way.
Thank you very much Professor for your nice lecture. Please add more lecture specially Concrete-filled steel tubular column and Cold-formed steel model in ABAQUS with different loading.
Sure I will
Thank you very much sir
You are welcome. It is pleasure to be of any help.
Thank you sir for such an important and informative tutorial. I would like to know that how does eccentricity affect the buckling resistance (Nbrd) of column? As, eccentricity reduces the buckling load? Does it also change the buckling resistance of section? Or it is only related with section geometry and strength properties?
Load eccentricity is normally accounted for via imperfections. Imperfections include out of straightness and load eccentricity. It is normally taken is Buckling length divided by 1000. But in my opinion it changes with change in slenderness, but I don’t have much evidence to support this opinion.
Thank you so much! :)
It’s my pleasure.
Hello Dr Jawed. I don´t manage to create the Linear_Buckling.fil file in my directory file which I have put on desktop. I have added the text *NODE FIL U, exactly as you state but nothing happens. Any ideas why this happens?
I suggest creating a folder for all files and set it as the working directory. Try not saving the folder on desktop, save it somewhere else.
@@DrJQureshi i did so but the FIL file does not creates in the working directory. The job is submitted everything is correct but the only problem is that the FIL does noy appear after the job completed so I cannot rum the nonlinear job.
Another question is does the graph displayed at 24:21 indicate the load-carrying capacity of a column? If so, is it possible that the Euler load can be higher the axial load capacity of a section?
Euler load is always higher than the experimental column capacity for practical columns. Very slender columns columns capacity is equal to Euler load and for very stocky or bulky columns column capacity is equal to material strength times areas.
Thank you sir for your response. Can we add temperature load along with axial load to understand how the column will behave under thermal load and applied load? If yes, how it is done?
@@rabinderladhani1294 I’m sure temperature can be applied. But I’ve not used it before. I’ll learn myself and will try to get back to you. Meanwhile, you might find it by searching up on TH-cam.
Hi sir, thanks for the nice tutorial. We followed your tutorial for SC1-4 and SC1-6 from the paper provided to get the load-deformation curve. However, the experimental and simulated curves do not match. Are there any additional steps that we need to include? Looking forward to your reply soon.
Hi, my results didn’t match well all experiments too. I think more slender columns tend to have imperfection L/2000 and less slender L/500. But in most experimental research papers they use L/1000. I still have to find out why is it the case. I can share my confidential FE results and papers with you via email. Please drop me an email at drjqureshi1@gmail.com.
I’m also inquisitive about why in most papers there is an excellent match between experiments and numerical study in tubular columns when L/1000 imperfection is used. Surely, my results are different in some cases. May be in experiments they add up out of straightness and load eccentricity to work out imperfection. They mostly change load eccentricity to make imperfection equal to L/1000 as out of straightness will vary from column to column.
There are no additional steps from my perspective.
Thanks for your kind reply sir. We expect more tutorials from you.
Dear Sir,
How sensitivity analysis is performed in Abaqus?
In this type of analysis first mesh sensitivity analysis should be performed by trying course, medium and fine mesh. It can be 10x10 mm, 5x5 mm and 1x1 mm mesh. The mesh, where results (failure load) are not changing much, should be chosen.
This problem will also be sensitive to global buckling as well. Typically, buckling length,Lcr over 1000 is used as imperfection in these columns. But my experience is that it is not always true. So, Lcr/100, Lcr/250, Lcr/500, Lcr/1000 and Lcr/2500 and Lcr/5000 should be tried to see which one compares well with experiments.
@@DrJQureshi thank you sir ❤️