Theory of Elastic StabilityMcGraw-Hill, 1961 - 541 pagine |
Sommario
Elastic Buckling of Bars and Frames | 46 |
3 | 184 |
Torsional Buckling | 212 |
Copyright | |
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a₁ angle approximate assumed axes axis bar with hinged beam becomes bending moment bending moments buckled bar C₁ calculating the critical coefficients column compression member compressive force compressive stress constant corresponding critical load critical stress critical value cross section cylindrical shell deflection curve deformation determining differential equation discussed displacements eccentricity edges elastic energy method equal to zero Euler expression factor factor of safety flange flexural rigidity formula given by Eq half-waves hinged ends increase initial curvature lateral buckling lateral load length longitudinal maximum middle plane middle surface modulus notation obtained from Eq proportional limit rectangular plate represented rotation shear center shearing force shearing stress shown in Fig simply supported slenderness ratio solution stiffeners strain energy Substituting symmetrical T2EI Table taking tangent Timoshenko tion torsion twisting uniformly vertical ΕΙ дв дх მყ