Hello,
I have 15 stories steel moment resisting frame exposed to Dynamic Nonlinear Analysis (FNA) in ETABS.
When I defined Ritz modal, I have problem with the number of Ritz modes that I should define.
Large differences in results have been obtained when I change the number of modes.
In ASCE...
Hello,
when i export revit model to Etabs too close warnings appeared as shown in pictures.
the warnings go away by dividing the beam at joints
is this the logical solution ?
even beam is cracked why cracking torsion should be 0 ?
if the beam works compatible, the code allowed to reduce Tu to Tcr
so then if Tcr is zero should i design for full Tu even if it works compatible ??
Hello,
I want to ask about cracking torsion when the member subjected to high axial force like tempreture
then the term under the square root will be minus, so then what is this mean ?
can i ignore torsion or the cracking torsion will be zero ?
in ETABS the program calculate Tcr zero, is this...
Hello,
I want to ask about cracking torsion when the member subjected to high axial force like tempreture
then the term under the square root will be minus, so then what is this mean ?
can i ignore torsion or the cracking torsion will be zero ?
Hello,
I have a roof slab and i want to add temperature on it, so when i export it to SAFE, i define two load patern hot and cold but when i assign surface temperature load on it , i found top and bottom temp. on the other hand in ETABS there is one temp. that i include it
My question what is...
Hello,
I have to reach the frequancy for large span slab more than 4HZ, but i misunderstand what are the loads that i should include them in time period and mass source definition.
should the self weight only be included or self weight plus super imposed dead load and the sustained live load?
Hello,
I have to reach the frequancy for large span slab more than 4HZ, but i misunderstand what are the loads that i should include them in time period and mass source definition.
should the self weight only include or self weight plus finishes on slab?
Hello,
when i opened the beam flexure envelope and comparing the moment with the moment diagram, i found a discrepency between the two values as pictures below
what is the reason for increasing the moment in design?
Hello,
I have an issue about Etabs property modifiers
when I used the modifiers for all members, how these modifications will reflect on ETABS
(what are the results will be changed exactly)
if the design will change so when i export the slab to SAFE, the program made cracking analysis for...
this problem is always happened when you change story level, to avoid this problem next times change only one value then make ok to modify this value then open story level second and change other one value then ok and so on
this massege appeared when you make more than one change and click ok.
when you use automatic length offset in beams for example, the software make the length from center of column to the edge rigid so the moment began at the face of column, but if you want to input the correct length offset you need to include the value user defined. if the software still dosent...
Hello everybody,
I have 2 slabs with 0.5m level differences with beam connect the 2 slab (0.5m depth)
what is the best way to module the two slabs
I reach to different ways like:
1) drawing the 2 slabs in the same level with beam 0.5m depth.
2) drawing the 2 slabs in the actual levels and...
Hello,
I have a building with height equal 63m, and i want to calculate RMS along-wind acceleration.However, I have issue in calculation modal mass (m1) and the mode exponent (hepsi).
Thanks for any help...
