Page Comparison

SymbolsNotations

A _g : Gross cross-sectional area of member

C_w : Warping constant, in.⁶ (mm⁶)A_eff : Effective area

E : Structural steel modulus Modulus of elasticity

F_cr : Critical stress

F_e : Elastic buckling stress determined according to Equation E3-4

FElastisity

f_y : Specified minimum yield stress of the type of steel being used

G: shear modulus of elasticity of steel = 11,200 ksi (77 200 MPa)

J: Torsional constant, in.⁴ (mm⁴)

K : Effective length factor

L: Laterally unbraced length of the member

L_cz : Effective length of member around the z-axis (= KL)

I_x , I_y : Moment of inertia about the principal axes, in.⁴ (mm⁴)

r: Radius of inertiaN_cr : the elastic critical force for the relevant buckling mode

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Torsional Buckling Limit State

Buckling occurs when the element rotates around its longitudinal axis. The limit state of torsional buckling is applicable to axially loaded columns with doubly symmetric open sections with very slender cross-sectional elements consisting of 4 corners placed back to back.

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The compressive strength of the elements is determined according to the axial force acting from the section center of gravity.

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Flexural-Torsional Buckling Limit State

The buckling deformations consist of a combination of twisting and bending about two flexural axes of the member.

The symmetry axis is the y-axis, where the buckling around the y-axis is caused by the tilting and rotation of the element around its longitudinal axis

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. The limit state of flexural-torsional buckling is applicable to columns with singly symmetric shapes, such as double angle, T- and U-shapes and asymmetric cross-sections.

Slenderness for torsional and torsional-flexural buckling is determined according to Eq. 6.52 and Eq. 6.53.

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