Hi,
When i run a dynamic analysis, should i erase the combinations that include the static earthquakes loads after scaling the base shear and leave only the combinations including Spec X and Spec Y ??
And why when i import the loads towards safe, i dont have the possibility to run the loads...
Hi,
I have an etabs model 9 stories+ 4basements.
I am using the ritz vectors because it is not converging with the eigen vector. However, i have a problem in scaling the base shear. Each time i run the model, i have a different base shear from the spectrum case.
Thanks for the help
Hi,
When i define the lateral mass in Etabs, there are 2 items which needs to be checked (include lateral mass only and lumpimg mass at each floor level), should i check these 2 ??
thanks
Hi,
Please correct me if im wrong:
When i run a P-delta analysis in Etabs, if there is no lateral loads, then the P-delta analysis additional moments and axial would be negligible. Nevertheless, i do enter 1.2DL+1.6 LL (ACI combination).
When the lateral loads are significant, then i take a...
Hi guys,
Why does the UBC 97 forbid the use of flat slabs in high seismicity zone ?? since it will work as a diaphragm transmitting the forces to the vertical columns, where is the problem ?? Is it because the vertical earthquake ??
Thanks a lot
Hi,
Please could someone tell me if there is an easy and fast method to draw the strips in safe 12?? Can i draw it in autocad and export it as areas ??
Thanks a lot
Hi guys,
Etabs doent calculate the Q proposed by the ACI to determine a floor if its sway or non sway. I took an example of a one single column fixed at the base, length = 8m and i run the calculation. In the summary, k = 1 which its wrong.
In addition to that, i think that there is a bug in...
Hi guys,
When i have a solid slab ( drops + beams) with edge beams, and when i assign to the beams no torsional stiffness so the slab can handle the torsion, i have a warning in the safe run analysis : "structure unstable or ill conditioned", i dont understand why. There is a torsion...
Hi guys,
i have 2 questions :
1-I was reading Etabs manual. Does someone know in which cases do we perform a post yielding analysis by putting non linear hinges in our model ?
2- I have a transfer beam carrying a column (lets say A1) supporting 10 floors. I released the edges of the beam so...
Hi guys,
When i have a solid slab ( drops + beams) with edge beams, and when i assign to the beams no torsional stiffness so the slab can handle the torsion, i have a warning in the safe run analysis : "structure unstable or ill conditioned", i dont understand why. There is a torsion...
Hi guys,
i have 2 questions :
1-I was reading Etabs manual. Does someone know in which cases do we perform a post yielding analysis by putting non linear hinges in our model ?
2- I have a transfer beam carrying a column (lets say A1) supporting 10 floors. I released the edges of the beam so...
hi,
When do we have a flat slab with edge beams or drop panels, how can we take into account the torsion ? We cant use the wood amer analysis because it doesnt apply at the flat slab with beams or drops.
How can i integer the Mxy in the strips ??
Thanks a lot.
hi guys.
An alternative for not taking into account the punshing shear is to consider the structure as a pinned one. If potentially, there will some moment, a crack will occur and then a plastic hing which will stop the transmission of the moment. What do u think ??
hi everyone,
I would like to discuss something with u guys. An alternative for not taking into account the unbalanced moment is to consider the slab as a pinned structure. However, i know that there will be always some moment acting from the slab. If a potential crack will occur due to this...
