dynamic load in etab programm
dynamic load in etab programm
(OP)
when can take the effect of the dynamic load and the effect of the p- delta into consideration?
i hear that when the height of building more than 100 meter
is that right??
thanks
i hear that when the height of building more than 100 meter
is that right??
thanks






RE: dynamic load in etab programm
RE: dynamic load in etab programm
and its not a matter of Etabs or any other software, its engineering judgement.
RE: dynamic load in etab programm
RE: dynamic load in etab programm
RE: dynamic load in etab programm
when to take the effect of dynamic load...
when you have an acting significant dynamic load like earthquake or vibrating machines...sometimes you're gonna multiply the static loads by a dynamic amplification factor to count for the dynamic effect like in train loads other than making dynamic analysis
RE: dynamic load in etab programm
"effect of dynamic loading"! are take in account always where applicable. Earthqauake and wind loads are Dynamic loads for multistorey building. its a different thing that you choose to solve the effects of these forces by performing a dynamic analysis or static analysis.
RE: dynamic load in etab programm
my buidling is high rise building with hieght 80 meter
my question was is that nesscssary to take the effect of p-delta?
and is that nesssary to consider earthque as dynamic load and define response spectrum case?
thanks for all comment
RE: dynamic load in etab programm
RE: dynamic load in etab programm
the equations that the ACI uses for deriving the extra moment generated from buckling are the P-Delta equations..if you use P-delta option in any analysis program you don't calculate the extra added buckling moments coz they're already taken into account in ETABS analysis
RE: dynamic load in etab programm
1) P-delta from story drift (ETABS does do this when you click "P-delta" "Analysis Options", )
2) P-delta from member curvature (ETABS does NOT do this when you click "P-delta" under "Analysis Options", according to the ETABS literature)
And if you look at the beginning of the ACI chapter on columns (Chp 10?)it says that you don't have to do moment magnification on your columns ONLY IF your analysis takes into account BOTH story drift AND member curvature...but ETABS only does story drift p-delta...
Therefore I don't think the "P-delta" option in ETABS gets you out of the moment magnification stuff...and for that matter, any computer analysis program--you better make sure it does BOTH types of P-delta before you say you don't have to do the magnification stuff.
Do you agree?...