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HI, In the shear friction method, the reinforcement Avf is to be added with the tension reinforcement ??

Thanks for the reply. Even if u want to design ur foundation as per the dynamic forces, u can not on Etabs because u can import only the static forces due to the earthquake. if u're in high seismic zone, do u design ur foundation to remain elastic by multiplying the forces due to the quake by...

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

ok thanks, and for the second option, we should always check it or there are some occasions where we should uncheck ?? thanks

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, thanks for the answer. If i let SAFE 8 draw automatically the strips by defining the grids at selected points and i export to safe12, does it work ?? 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...

ok, i agree, but since u will check ur slab against earthquake (punshing stress + vertical earthquake), do i have to check it for something else (other than gravity loads of course) ?? Thanks for ur help. 2nd question : I dont know if u're familiar with etabs, when u assign stiffness modifier...

In the specifications, we shall use the UBC 97. So, back to the main question, what do u think ?? since the vertical earthquake is included in the 0.5 x Ca x I, why is it forbidden to use flat slab system in high seismicity zone ? Thanks

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

Thanks a lot. Another question, when do u have a transfer beam supporting a column carrying many floors, can we release the edges of the beam so it wont transmit the shear and the moment to the column supporting the transfer beam ??

Thanks SaeedHR. But how can i check if a story is sway or non sway(in etabs without calculating the Q) ?? And why in the overwtites, etabs gives u the chance to change its K if he wont take into account?? Thanks

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.