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dear sirs,
1- in order to take column buckling lengths equal to unity and use AISC-ASD design procedures, can we use
pdelta analysis taking notional forces into account arising from imperfections.
2- if so, shall notional forces be included in pdelta combination in conjunction with dead and live loads
3- if buckling lengths are taken as unity with an appropriate analysis, AISC requires max KL/r as 200 for columns , how can this be checked as taking k=1,or is this requirement no longer valid.
rauf akbaba