TAILIEUCHUNG - On a safety criterion for column like structure

This paper deals with establishment of a simple criterion for checking safety of column-like structure based on deterministic analysis. The criterion consists of bound of the flexural displacement at the top of column that is conducted from the displacement analysis combined with ultimate state for the structure. | Vietnam Journal of Mechanics, VAST, Vol. 26 , 2004, No . 4 (266 - 236) ON A SAFETY CRITERION FOR COLUMN-LIKE STRUCTURE NGUYEN TIEN KHIEM Institute of Mechanics ABSTRACT. The practical exploitation of engineering structures needs very much a simple criterion for checking safety of structures instead of reliability index that is very difficult to be computed within the probabilistic theory. This paper deals wit h establishment of a simple criterion for checking safety of column-like structure based on deterministic analysis. The criterion consists of bound of the flexural displacement at the top of column that is conducted from the displacement analysis combined with ultimate state for the structure. 1 Statement of pro bl em Checking safety of operating structures is an important problem in structural engineering. There are various safety criterias based on different concepts of limit states of structure. That is the ultimate , serviceability or fat igue limit structural states. The present investigation is concerned with the serviceability safety of structure and aimed to determine maximal allowable deflection of a column-like structure under flexwral as well as axial load. The commonly used criterion for checking the safety is based on comparison of load effect denoted by Q with the resistance or strength of material R . T he safety criterion in deterministic analysis therefore takes the form p .l) Q--. 2 u(x) = 1 (1. 5) EI J (x). General solution of the later equation (1. 5) has the form x u(x) = Acos>.x + Bsin>.x + (l/>.EI) j f(s) sinA(x - s)ds , 0 so that x w(x) = Acos>.x + Bsin>.x + Cx + D + (1/ >.EI) j f (s) sin>. (x - s)ds . () 0 Constants A , B , C, D are determined using boundary conditions at both ends of the beam. 2 Buckling condition Firstly, one will consider the case when q(x) = 0 with the boundary condition of ideal cantilever beam w(O) = w'(O) = w"(L) = w"'(L) 227 + >- 2 w'(L ) = 0, () that in combination with .

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• Vietnam Journal of Mechanics
• On a safety criterion for column like structure
• Column like structure
• The displacement analysis
• The flexural displacement
• Dang Dinh Ang
• Nonlinear analysis and mechanics
• Dynamic problems involving stationary cracks
• The Wiener Hopt technique
• Dual integral equations
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• Non linear fracture mechanics
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