Page Comparison

SymbolsNotations

A _g : Gross cross-sectional area of member

A_{e eff} : Effective area

c₁, c₂ : Effective width imperfection adjustment factor determined from Table E7.1

F_cr : Critical stress

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

FN_cr : the elastic critical force for the relevant buckling mode

E : Modulus of Elastisity,

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

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L: Laterally unbraced length of the member

L_{c cr} : Effective length of member, (= KL)rthe buckling length in the buckling plane considered

i: Radius of gyrationλ: Width-to-thickness ratio for the element as defined in Section B4.1

λ_r : Limiting width-to-thickness ratio as defined in Table B4.1a

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Flexural Buckling Limit State

The buckling deformations (deflections) all lie in one of the principal planes of

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cross section. No twisting of the cross section occurs for flexural buckling.

The limit state of flexural buckling is applicable for axially loaded columns with, doubly symmetric sections such as bars, HSS and round HSS, and I-shapes and singly symmetric sections, such as T- and U-shapes. Flexural buckling is the simplest type of buckling.

Design with AISC 360-16

• The compressive strength of the elements is determined according to the axial force acting from the section center of gravity. According to the regulation, the flexural buckling limit state is taken into account in all compression elements, regardless of cross-section properties. The equations used for this are given below in order.

• First of all, local buckling control should be done. The calculation is made to determine whether the elements are compact or non-compact.

Flexural Buckling Members without Slender Elements

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Flexural Buckling Members with Slender Elements

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There are two different equations depending on classification of cross sections. Eq. 6.47 is for class 1,2, and 3 and Eq. 6.48 is for class 4. The non-dimensional slenderness of flexural buckling is determined according to Eq. 6.50 and Eq. 6.51.

For the calculation of reduction factor, the imperfection factor should be determined depending on buckling curve according to Table 6.1. There are five different buckling curve in EN 1993-1-1 Figure 6.4. To select buckling curve of the cross section is determined according to Table 6.2.

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