mass assignment in face

[alokbhatta]

Hello,

Thanks for the suggestions again. I have made the following changes as per suggested:
1) Added a lintel beam with similar assignments as my wood element, with elastic physical property and elastic beam column element. The lintel beam section I have put is 100mm height and 350mm width with corresponding material properties.
2) Changed the MICT4 assignment of shells to ASDQ4
3) Changed the analysis step to 0.005 but recorded time step to 0.1. Also, removed the eigen value analysis for another file and ran 10 partitions.
The analysis break convergence after 4 seconds when I tried to run the analysis once. This is my problem now and I want to be sure if the behavior is showing accurately after these changes.
I will keep working on it of course, but I would appreciate any validation from one of the experts here for my model till this point. I am attaching my model:

masonry111.zip

(7.85 MiB) Downloaded 244 times

Also, looking forward for the next webinar to learn to extract panel deformations through python code in post-processor.

Thanks,
Alok

[STKO Team]

Hi ALok,

Here is a working version of your model.
It was not running because your vertical analysis was not set up for parallel processing (I added the Parallel RCM numberer and the MUMPS solver).

Now it converges till the end.
I have only some doubts about your lintels... You added them all over the model. Are you sure? Typically they are placed on the top of the openings. Check your experimental model and see the construction details.

masonry111.zip

(7.39 MiB) Downloaded 198 times

[alokbhatta]

Hi Ciarabella,

I understand your concerns. You can try with 0.005, but I would do some calibration to ensure you get the correct results, otherwise you can change the material to work in implicit, try it! I suggest to reduce the duration of the ground motion to 25 seconds (most of the standards require 10 seconds + 15 seconds)

Regarding this, if I change the ground motion to be at a interval of 0.02 instead of 0.01, do I still require the analysis to run at 0.005 secs, or can I work with lower increments (like 0.01)? I hope this makes sense.
Also, what exactly does implicit model entail? Can you please elaborate? I saw the difference shown in one of Dr. Petracca's webinars but I want to know what do you mean in this case.

Appreciate the help!

THanks,
Alok

[Clarabella]

Hi Alok,
If 0.02 is sufficient for the frequencies you are considering you can do it, but I suggest not changing the frequency content of the record.
Since the model is explicit at the material level you need to check if the results are correct. So I suggest to try different time steps to ensure that the results do not change.

[alokbhatta]

Hello,

Thanks for all the previous help I received for my queries.
I have yet another question regarding using Python API to post-process my results. I saw in the webinar how the python code identified individual columns and checked their drifts. I was wondering what would be the best approach for a building with only walls and no columns, like mine. I would want to capture the maximum drift of each walls for out-of-plane movement and in-plane shear cracks. In that regard, I think what I can do is, see the overall global damage across walls using my existing 0.1 s increment analysis (which is a lot quicker), and then, go ahead and extract displacement at smaller time intervals after identifying affected nodes in the respective elements.
Also, do I require this python API or should I just stick with STKO deformation results. In the latter case of using the section deformation results of STKO, how would I extract chart results for my objective. Right now, I have the option to select nodal results and element gauss point results and select average, sum, or maximum to plot in the chart. But I am not sure if I am getting what I am looking for. Your help would be very much appreciated!

Also, this portal isn't allowing me to attach files right now(board attachment quota reached).

[STKO Team]

Also, this portal isn't allowing me to attach files right now(board attachment quota reached).

We just changed the size limit, now it should work again.

I saw in the webinar how the python code identified individual columns and checked their drifts. I was wondering what would be the best approach for a building with only walls and no columns, like mine. I would want to capture the maximum drift of each wall for out-of-plane movement and in-plane shear cracks.

It can be done, but of course, it will be a bit more complicated.
First, you need to identify your walls and group nodal ID wall-by-wall. Now you can do it, knowing the geometric size and position of your walls. For example: for a wall oriented in the XZ plane at Y = 15.0, you can find nodes from Xmin = -5 to Xmax = 10, you can do a loop through all the nodes, and store only the nodes that are within that range in a list. Then you can use it for post-processing.

The for each group (wall), you can identify the node on the top with the maximum in-plane displacement, and compute the drift ration dividing this value by the Z coordinate of that node.
For the out-of-plane drift is similar, but more generic... since the maximum displacement can be either on top, or at any other location in the middle...