Perforated beam modeling using shell elements in SAP200
![Stress Stress](/uploads/1/2/5/6/125648492/239950064.jpg)
I always follow the same method but while reporting of forces by etabs, it reports excessively high shell stresses near corners and joints? How to overcome this issue to get realistic value? What i did in last project i neglected the value of stress of bottom most plates near joints upto a distance equal to half thickness of the bottom slab.
Perforated beam modeling using shell elements in SAP200
![Too Too](https://caeai.com/sites/default/files/styles/610wide/public/shell stress.png?itok=mIb8Huxx)
Hello everyone,
I am modeling a moment frame with perforated beam in SAP2000. I am modeling it for earthquake design using a response spectrum, the analysis is a nonlinear one.
When I run it the stresses are very small, max 2 N/mm2, while the Von Mises stress are zero for earthquake load.
Any idea what could be wrong, because I am trying with different model and I still get the same result.
Thank you
I am modeling a moment frame with perforated beam in SAP2000. I am modeling it for earthquake design using a response spectrum, the analysis is a nonlinear one.
When I run it the stresses are very small, max 2 N/mm2, while the Von Mises stress are zero for earthquake load.
Any idea what could be wrong, because I am trying with different model and I still get the same result.
Thank you
Shell
Shell
Hi all,
I'm struggling with shell elements, I read in this forum that it would be better to use simple models such as frames. However I'm giving a try, and this is my experience:
- I'm trying to link 2D shells with frames. Think about a balcony, linked to a beam and columns.
- I found the results very dependent on the mesh size.
- I found unphysical results when I use triangular elements.
- I found discontinuities within the shells.
- Even if I average there is a large V23 shear stress, which as far as I know it is unphysical (all the tex book say that the shear can be neglected).
- What's the difference between thick and thin plate?
I really would like to understand how to use this elements.
If someone has had similar experience and can suggest solutions it would be great!
Thanks
I'm struggling with shell elements, I read in this forum that it would be better to use simple models such as frames. However I'm giving a try, and this is my experience:
- I'm trying to link 2D shells with frames. Think about a balcony, linked to a beam and columns.
- I found the results very dependent on the mesh size.
- I found unphysical results when I use triangular elements.
- I found discontinuities within the shells.
- Even if I average there is a large V23 shear stress, which as far as I know it is unphysical (all the tex book say that the shear can be neglected).
- What's the difference between thick and thin plate?
I really would like to understand how to use this elements.
If someone has had similar experience and can suggest solutions it would be great!
Thanks