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Probabilistic approach to elastic-plastic coupled instability
AbstractInteraction of elastic and plastic instability modes is considered. Buckling resistance of columns is treated as the lesser value of plastic resistance Rpl of a critical cross-section and the Euler critical force Rcr. The random variables Rpl and Rcr have log-normal probability distributions. Their coefficients of variation are supposed equal and independent from the slenderness ratio λ in the first model of random instability. A simple formula for the buckling factor is derived thanks to the introduction of equivalent Weibull distribution functions. Strict formulae are derived in the second model of coupled instability for the columns of equal median values when the relative slenderness ratthe columns . The design values Rd of the elastic-plastic resistance are reduced by an analysis factor C which depends on the slenderness λ( and the imperfection class, a, b, c or d, defined for European multiple buckling curves. Optimal values of resistance factor γR and analysis factor γC are determined so that the risks of exceeding the design values Rd and Cd are equal.
Probabilistic approach to elastic-plastic coupled instability
AbstractInteraction of elastic and plastic instability modes is considered. Buckling resistance of columns is treated as the lesser value of plastic resistance Rpl of a critical cross-section and the Euler critical force Rcr. The random variables Rpl and Rcr have log-normal probability distributions. Their coefficients of variation are supposed equal and independent from the slenderness ratio λ in the first model of random instability. A simple formula for the buckling factor is derived thanks to the introduction of equivalent Weibull distribution functions. Strict formulae are derived in the second model of coupled instability for the columns of equal median values when the relative slenderness ratthe columns . The design values Rd of the elastic-plastic resistance are reduced by an analysis factor C which depends on the slenderness λ( and the imperfection class, a, b, c or d, defined for European multiple buckling curves. Optimal values of resistance factor γR and analysis factor γC are determined so that the risks of exceeding the design values Rd and Cd are equal.
Probabilistic approach to elastic-plastic coupled instability
Murzewski, J.W. (author)
Thin-Walled Structures ; 20 ; 175-188
1994-01-01
14 pages
Article (Journal)
Electronic Resource
English
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