ABAQUS Tutorial: Linear buckling analysis of an isotropic plate with simply supported boundary edges
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- čas přidán 14. 08. 2024
- #buckling #abaqus #abaqustutorial #hnrwagner
Timecodes:
0:00 - Intro
0:38 - create Part
0:58 - Property definition
1:27 - Step definition - Linear Buckle
1:48 - Define Boundary Conditions and Loading
2:48 - Meshing
3:09 - Create Linear Static Analysis
3:32 - Linear Buckling Results
4:38 - Results of the Linear Static Analysis
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Part 2: Nonlinear buckling will release - 13.12.2020
Part 3: Postbuckling of a FGM Plate will release - 14.12.2020
Thanks a lot
Please, Doctor, give me the link to the third part of the post buckling
@@user-lh3ey3up7r czcams.com/video/O7ieG0-gDuo/video.html
Hello, dear Dr. Wagner. I performed a buckling analysis with triangular loading on the left and right edges of a rectangle plate by the Px(Y)=P0*(1 - alpha*(Y/b)) function with a force magnitude of 1. How can I calculate the required buckling load from the obtained eigenvalue?
P0 = 1
alpha = 1
b = 500
Thanks for this video Dr WARGNER, i have tow questions pleese.
For thermal buckling of SSSS plate, i used 3D shell elements type and fixing DOFs : 1,3,4,6 and 2,3,5,6 offers a good results. I wand to conduct the same analysis using 3D Solid elements type where only 3 DOF (1,2,3) are avalaibles.
-What DOF should i fix to conduct thermal buckling analysis (SSSS plate) ?
-Also, should i create middle edges by partitioning the 4 lateral faces and defining the the BC for the 4 middle edges (like you have done in your previous video)?
Thanks
Thanks for this good video. It is helpful. I did something similar these days, and have a small question. If the aspect ratio of the plate is very large, will the simulation still match the theoretical calculation? Now my plate is 60 mm long and 8 mm wide (thickness=1.85 mm), and it is more like a strip. When I used the similar process in this video, I found my simulation cannot match the theoretical solution.
Timecodes:
0:00 - Intro
0:38 - create Part
0:58 - Property definition
1:27 - Step definition - Linear Buckle
1:48 - Define Boundary Conditions and Loading
2:48 - Meshing
3:09 - Create Linear Static Analysis
3:32 - Linear Buckling Results
4:38 - Results of the Linear Static Analysis
Hi! This is for BC simply supported movable (SSSS_M). What to do for simply supported immovable (SSSS_I) or all edges fixed? Block all displacements? In that case the 1st eigenvalue takes ridiculously large value.
Hii Dr. Wagner, I wanted to know if LSA is same as Postbuckling analysis. Thank you.
LSA is short of linear static analysis which is not the same as a postbuckling anaylsis. For a postbuckling analysis you need to analyse the strutural behavior after buckling has occured. Therefore you need large deflection theory and a nonlinear solver for example Newton Raphson or Riks
@@hnrwagner Thank you sir, got it. In the second part of video( Non linear analysis), I noticed that the steps done are very similar to Post Buckle Analysis
Hi, I am making the same analysis but using solid shape instead of shell. Can you recommend on what boundary condition to be used?
Would use the same bc except the angles
Hi, are you referring to applying U2 at all 4 surfaces with U1 and U3 at corners?
@@hungchinglong5247 I dont quite get your question ? For your 3D Plate, select the 4 Faces at the 4 Sides of your plate and lock U2. Then at the edges select the vertices and lock U1 & U3.
Hi Sir, first of all thank you for your reply and sorry for bothering again. I have built the model according to the dimension in your video but in solid shape and applied the BC as your mentioned. However, I get a much higher eigenvalue and the peak of the oval shape shift to the edge. Would it because of my load application since I am applying the compression as a pressure of the surface?
@@hungchinglong5247 did you get your problem solved?
Please Dr . Make vidio about post buckling analsis
Based on the tutorials available on this channel you should be able to do it yourself, I do not intend to upload any tutorials in the near future, they are economical unattractive, to much work and not enough views, sry
@@hnrwagner Dear Doctor, please give me your email. I will send you one curve for a previous study. Make a video for me of the post buckling for it and extract it for me in the video with a curve drawing. I will transfer you an amount of money in exchange for this video.
@@hnrwagner Doctor, please, my dissertation depends on your help. I beg you, help me with only one sample, and I analyze the 216 samples.
Please, Doctor, can you make a video of elastic post-buckling analysis of a steel plate with dimensions (1000 x 1000 x 10) with a drawing of the load and deformation curves, noting that the plate is supported by simple support
Why don't do it yourself? I show every step, what is your problem?
@@hnrwagner pleas Dr. I did many but the rusltant value very high and the curve of load diflection curve not correct pleas DR . help me on model of post buckling analysis of this plate model
I have done the same analysis for my problem but after submitting it is showing job LBA aborted due to errors. Kindly help
What is the error message
what is the error in the job message center?
Sir please tell mein why u choose only 2 vertices instead of 4 to restrict inplane displacements.
you only need 2, you can also use 4
@@hnrwagner but then results are varying.and eigen value is not matching
@@mera_baba_ cant say have to look at it myself, is it varying a lot?
@@hnrwagner yes in my problem from 71N to 85N.
@@hnrwagner Sir in some fgms why E only changes and poison ratio remains constant while in others we vary both. What are the effects and which is close to the real?
Dr. Wagner hello, I don't understand how can you give load in Z-direction and close DOF in that direction ? Can you please clarify this ?
Z dof is only locked at the particular nodes and not the entire edge, it has to be done to prevent rigid body motions.
@@hnrwagner yeah i see that now my mistake, but when i try eventhough i constraint a dof and give load in that dof direction abaqus still gives result i would expect an error in that case not a result this is strange
@@outplayed4511 abaqus would give an error message if you would apply a displacement at the edge at z direction instead of the shell edge load
Hi, I carried out exactly the same analysis as shown above but got a buckling load of 559.8
kindly ignore. tnx
if you would have done the exact same analysis you would have gotten the same buckling load :)
Check:
Boundary Conditions
Material
Loading
Mesh
element type
Why didn't you put the value Mass density in property??
Is not necessary, was just used to doing it
@@hnrwagner if in the problem, mass density is given, should i pit that in property for an isotropic plate?
@@satadrusingha7383 for a linear buckling analysis, mass density is not needed
for a nonlinear analysis with Standard, General , mass density is not needed
for a nonlinear analysis with Dynamic Implicit or Explicit, mass density is needed
@@hnrwagner thank you so much sir