With the default setting of 6.3.4 (General Method), the program performs a general analysis according to clause 6.3.4 which is based on the coefficient α cr. Therefore, the equivalent member method should be used only for straight sets of members. Please note that the factors k z and k w are identical for each section or partial member of the set of members. In this case, Windows 1.7 and 1.8 are not displayed. They are used to determine the support conditions β, u y, φ x, φ z and ω. 6.3.3 (Equivalent Member Method), it is possible to handle sets of members as one large single member.įor this, define the factors k z and k w in the 1.6 Effective Lengths - Sets of Members window. Stability Analysis Method of Sets of MembersĪccording to 6.3.1. Modifying the limits is the user's responsibility.
These limit settings are not part of the Standard or any National Annex. However, the cross-section designs are performed independently. If one of the limit values in this dialog section is exceeded, a note appears in the results windowĪnd the program won't perform any stability analysis. In this case, results for flexural buckling and lateral-torsional buckling are displayed. If there is a torsional stress that does not exceed the predefined ratio of existing shear stress to Limit shear stress due to torsion of 5%, it is neglected for the stability analysis.
Scheduled Torsion is not clearly specified in. In order to neglect a minor moment loading about the minor axis, you can define a limit for the moments ratio M z,Ed / M pl,z,Rd. To design asymmetric cross-sections with the intended axial compression according to clause 6.3.1, you can analogously neglect small moments about the major and the minor axis with the settings defined in this dialog section.Īccording to clause 6.3.4, the general method is allowed for unsymmetric cross-sections or tapered members only if they are subjected to compression and/or uniaxial bending in the principal plane. Small compression forces do not allow for a check of pure bending according to clause 6.3.2.Ī user-defined limit ratio of N c,Ed / N pl allows you to hide small compression forces for this design.
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