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DESIGNERS' GUIDE TO E N 1992- 1 - 1 AND EN 1992- 1-2

Fig. 3-3. pplication of the effective geometrical imperfections: unbraced structure (number ofvertically continuous members = 3 )

Fig. 3,4. Minimum tie force for perimeter columns

forces should be taken into account in the stability calculation. This is in addition to otherdesign horizontal actions, such as wind.3.3.3. Design of slender elementsIn the design of slender elements, which are prone to fail by buckling (e.g. slender columns),EN 1992-1-1 requires geometrical imperfection to be added to other eccentricities. Forexample, in the design of the columns, an eccentricity of 0,1,/2 is assumed for geometricalimperfection (where 1, is the effective length of the column).3.3.4. Members transferring forces to bracing elementsIn the design of these elements (such as a floor diagram), a force to account for the possibleimperfection should be taken into account in addition to other design actions. Thisadditional force is illustrated in Fig. 3.4. This force need not be taken into account in thedesign of the bracing element itself.

As structures subject to lateral loads deflect, the vertical loads acting on the structureproduce additional forces and moments. These are normally referred to as second-ordereffects. Consider a cantilever column shown in Fig. 3.5. The deflection caused by thehorizontal load alone is A,. In this deflected state, the vertical loadPwill contribute a furtherbending moment and increase the lateral sway, and the final deflection will be A,. Thisphenomenon is also commonly referred to as the 'PA effect'.

EN 1992-1-1 requires second-order effects to be considered where they may significantlyaffect the stability of the structure as a whole or the attainment of the ultimate limit state atcritical sections.

Cjause 5.8.2(6) In the Application Rules, the code further states that for normal buildings, second-ordereffects may be neglected if the bending moments caused by them do not increase the first-

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