JL07

Hello, Does anyone know if there is a quick way to identify what shear walls have cracks on ETABS ? I am thinking about displaying the tensile stresses of the shells (S22) and comparing these stresses with the modulus of rupture (7.5 *sqrt f'c). Would that be enough to know if the walls have cracked ? Many thanks

Hello @UmarMakhzumi, I have read your posts on this present page and also on the page on this link: I understand that the cases/combinations used to calculate the seismic drift is code specific, and that the seismic drift should be calculated using strength level earthquakes forces. Concerning the UBC 97 and the ASCE 7-10, do those codes require the drift to be calculated with just the seismic load cases or with the strength design load combination 1.2D + 1.0E + 0.5L &0.9D + 1.0 E ? I understand that it is a good idea to consider the dead and live loads, however is it a requirement of the codes or is it just better practice ? This part is not clear for me since the strength level seismic forces the codes refer to are the base shear. Thank you very much for you time.

Hi UmarMakhzumi, Thank you very much, your answer solved my question.

Hello everyone, I am currently working on the design of a building in a seismic region with ETABS. I wanted to know what are your interpretation of the section 12.9.2 of the ASCE 7-10: More precisely, what parameters should I divide by Cd/Ie ? Many thanks

Hello, Does anyone know the sign convention for the global axes in ETABS ? More particularly, I would like to know the sign convention of the moment for the base reactions. Is the convention for the moments correct in the following image : Many thanks

Hello, I had the same issue and contacted ETABS support. They redirected me to the following page: https://wiki.csiamerica.com/display/kb/Analysis+messages+log Here is what the page says regarding these informational messages: My understanding is that these notifications are normal and not a problem. Kind regards

Hello, I am designing shear walls of a building located in a seismic region on ETABS. After running the shear wall design in the model, I haven't detected any failure warning. However I noticed that for some of the shear walls the stress comp on the boundary elements have exceeded the stress limit. My understanding is that for those cases, I have to manually calculate the transverse reinforcement for the boundary elements. Beside this calculation, is there another verification I have to make for the shear wall and boundary element ? Can I consider the shear walls dimensions checked even though their boundary elements are over stressed ? Many thanks.

Hello, What I found is that the issue comes up only when I work with Microsoft OneDrive activated. When I close Microsoft OneDrive and run the model, it works normally. This is probably the reason why etabs technical support wasn't able to reproduce the error. Thank you all for your replies and help.

Hello, I am working on the design of a building as per ASCE 7-10 code. This is the first time I am working with this code. The codes I usually use are the Eurocodes. The building is located in a seismic region. My question is, does the columns bending moment capacity need to be equal to or superior then 1.3 times the capacity of the beams they support ? This is an important rule in the Eurocodes but I can't seem to find it in the ASCE 7-10. Many thanks.

@UmarMakhzumiThank you for your reply. I ended up finding it in edit => edit shell => reverse wall local 3 axis

Hello, Does anyone know how to reverse the local axes of shells in ETABS 18.1 ? The only option I see is to rotate the axes. Many thanks

Thank you for your reply. The issue seems to come up randomly. I contacted the technical support and sent them my model via email but they were unable to reproduce the issue.

Hello, Does anyone know the origine of and how to solve the following error message in ETABS: " Error in recovering group results: CSI.SAPmodel.cReadSAPBase.GetReponseGroup: CsiGo error Details: kFatal=22 " Many thanks