The mode with the longest period will be listed first by ETABS, if your structure is flexible in torsion, that mode will be listed first. As Roy88 said, check your core.
It's not possible, however you can edit the .e2k file, copy the required data from you default model's .e2k file and replace the relevant sections in your new .e2k file.
Which unit are you talking about, there is only an absolute value, it doesn't change whatever unit you have. The only unit that is there for mode shapes is the unit for time period.
ETABS uses Finite Element Analysis for calculations, this means that the slab needs to be meshed into smaller parts to get better results, finer the mesh, better the results. CSI recommends that Mesh size should be decreased through a series of analysis iterations until two subsequent sets of...
ETABS does not calculate non-rectangular piers. Spandrel design is along a particular plane so there will be no problem in that. You need to mesh that area and keep the triangular part separate.
Add a release at the top of the column if the column is not connected to another beam or add a moment release to the beam at that end.
Hope this helps.
Hi all,
When are we supposed to use vertical acceleration during say Response Spectrum Analysis?
UBC-97 has an amplification factor of 0.5CaI that needs to be added to the dead load factor during LRFD.
When using ETABS, I am confused whether we need to apply this factor if we are scaling our...
@Edu09
That's a great share! Thank you for this.
@dathsoilsguy2
I am not in the oil industry, and to be honest oil industry in the Middle East is in free fall right now, so that's a no go area. There are examples of people taking the PE license from here but it takes a long time, I think 10...
Got very encouraging responses from you guys, I'm in my mid twenties so I believe I have time on my side, but still I'll be registering for the graduate membership of IStructE soon. Thank you all :).
To all those asking, I'm working as a Junior Structural Engineer in the Middle East right now and plan to continue here, PE exam, chartership, LEED BD+C certification are a few things that I have in mind, I've heard PE and PMP are difficult to obtain without a specific number of years of...
Dear aungthu13490,
I agree that negative moment rft is placed in the topping but that is for beams only where you provide stirrups to achieve a homogeneity with the precast section and the cast in place topping.
In case of HCS, that homogeneity is not possible because there is no way you can...
Dear aungthu13490,
Continuous span design is possible, the top of the hollowcore slab is hacked and chipped at the support for the required length, the reinforcement is placed and pouring is done. However that process is labor intensive and time consuming completely offsetting the benefits of...
Hollowcore slabs are basically simply supported beams supported on the Ledge only by bearing. Hence the design span is limited to its length only. The cast-in-place topping acts as a diaphragm and minimum reinforcement is provided.
Hi all,
has anyone got a reasonable explanation of the difference between the frame end length offsets and insertions points in ETABS?
I have to model a simply supported beam resting on a corbel at the column face, this eccentricity will generate an additional moment on the column centroid...
