Analysis and modelling of the seismic behaviour of high ... - Ingegneria
Analysis and modelling of the seismic behaviour of high ... - Ingegneria
Analysis and modelling of the seismic behaviour of high ... - Ingegneria
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5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES<br />
guaranteed by tests carried out at <strong>the</strong> Pr<strong>of</strong>ilArbed laboratories. For an<br />
economical design <strong>of</strong> <strong>the</strong> steel members we considered this upper limit. The<br />
elastic modulus E is to be 210000 MPa.<br />
5.3.2 Load combinations<br />
In <strong>the</strong> present paragraph a base column <strong>of</strong> a five-storey building is designed for<br />
each <strong>of</strong> <strong>the</strong> three different load combinations listed below:<br />
1. Gravity Load Combination, designing <strong>the</strong> columns only according to Eurocode 2.<br />
q1= Σ1(γG GK,i)+γQ⋅QK,1+Σ2(γQ ψ0QK,i) ( 5.1 )<br />
2. Seismic Load Combination A, assuming <strong>the</strong> structural elements in <strong>the</strong> Low<br />
Ductility Class designing <strong>the</strong> columns only according to Eurocode 2.<br />
q2= Σ1(GK,i)+AE,d+Σ1(ψ2QK,i) ( 5.2 )<br />
3. Seismic Load Combination B, assuming <strong>the</strong> structural elements in <strong>the</strong> Medium<br />
Ductility Class, <strong>and</strong> for that reason designing <strong>the</strong> columns according to Eurocode 2<br />
<strong>and</strong> Eurocode 8.<br />
where:<br />
GK,i<br />
QK,1<br />
QK,2<br />
AE,d<br />
q3= Σ1(GK,i)+AE,d+Σ1(ψ2QK,i) ( 5.3 )<br />
is <strong>the</strong> dead load<br />
is <strong>the</strong> imposed live load<br />
is <strong>the</strong> wind load<br />
is <strong>the</strong> horizontal <strong>seismic</strong> action: EEdx+0,3 EEdy.<br />
γG Unfavourable γQ Unfavourable ψ0 ψ2 γG Favourable γQ Favourable<br />
1.35 1.5 0.7 0.3 1 0<br />
Table 5.1. Values <strong>of</strong> <strong>the</strong> coefficients for <strong>the</strong> load combinations<br />
The uniformly distributed loads to be vertically applied to <strong>the</strong> structural members<br />
have been calculated from <strong>the</strong> combinations above assuming typical values, found<br />
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