## Appendix A Eurocode 2  
In Europe the code recommendation for the prediction of creep and shrinkage are provided by the EuroCode2 [42]. The compressive strength of concrete at an age \(t\) depends on the type of cement, temperature and curing conditions. For a mean temperature of 20 \({}^{\circ}\)C and curing in accordance withISO 2736/2 [43], the relative compressive strength of concrete at various ages \(f_{cm}(t)\) may be estimated from the following equations  
\[f_{cm}(t)=\beta_{cc}(t)f_{cm}\quad\text{ with }\quad\beta_{cc}(t)=e^{s\left[1- \left(\frac{\pi}{T}\right)^{1/2}\right]} \tag{1}\]  
where \(f_{cm}(t)\) is the mean concrete compressive strength at an age of t (expressed in days), \(f_{cm}\) is the mean compressive strength after 28 days, \(\beta_{cc}\) is a coefficient which depends on the age \(t\) of concrete, \(s\) is a coefficient which depends on the type of cement (s = 0.20 for rapid hardening high strength cements RS, 0.25 for normal and rapid hardening cements N and R, and 0.38 for slowly hardening cements SL). The modulus of elasticity of concrete at an age \(t\
eq 28\) days may be estimated from Equation (1):  
\[E_{c}(t)=\beta_{E}(t)E_{ci}\quad\text{ with }\quad\beta_{E}(t)=\beta_{cc}(t)^{0.3} \tag{2}\]  
where \(E_{c}(t)\) is the modulus of elasticity at an age of \(t\) days, \(E_{ci}\) is the modulus of elasticity at an age of 28 days, \(\beta_{E}(t)\) is a coefficient which depends on the age of concrete with \(t\) [days], \(\beta_{cc}\) is a coefficient according to Equation (1). The total strain at time \(t\), \(\epsilon_{c}(t)\), of a concrete member uniaxially loaded at time \(t_{0}\) with a constant stress \(\sigma_{c}(t_{0})\) may be expressed as follows  
\[\epsilon_{c}(t)=\epsilon_{ci}(t_{0})+\epsilon_{cc}(t)+\epsilon_{cs}(t)+ \epsilon_{cT}(t) \tag{3}\]  
where \(\epsilon_{ci}(t_{0})\) is the initial strain at loading, \(\epsilon_{cc}(t)\) is the creep strain at time \(t>t_{0}\), \(\epsilon_{cs}(t)\) is the total shrinkage strain, \(\epsilon_{cT}(t)\) is the thermal strain. The prediction model for creep and shrinkage given below predicts the mean behavior of a concrete cross-section. Unless special provisions are given the model is valid for ordinary structural concrete (12 MPa \(<fck\leq\) 80 MPa) subjected to a compressive stress \(|\sigma_{c}|<0.4f_{cm}(t_{0})\) at an age of loading \(t_{0}\) and exposed to mean relative humidities in the range of 40 to 100% at mean temperatures from 5 \({}^{\circ}\)C to 30 \({}^{\circ}\)C. It is accepted that the scope of the model also extends to concrete in tension, though the relations given in the following are directed towards the prediction of creep of concrete subjected to compressive stresses. Within the range of service stresses \(|\sigma_{c}|<0.4f_{cm}(t_{0})\), creep is assumed to be linearly related to stress. For a constant stress applied at time \(t_{0}\) this leads to  
\[\epsilon_{cc}(t,t_{0})=\sigma_{c}(t_{0})\frac{\sigma_{c}(t_{0})}{E_{ci}}\phi( t,t_{0}) \tag{4}\]  
where \(\phi(t,t_{0})\) is the creep coefficient and \(E_{ci}\) is the modulus of elasticity at the age of 28 days. The stress dependent strain \(\epsilon_{c\sigma}(t,t_{0})\) may be expressed as  
\[\epsilon_{c\sigma}(t,t_{0})=\sigma_{c}(t_{0})\left[\frac{1}{E_{c}(t_{0})}+ \frac{\phi(t,t_{0})}{E_{ci}}\right]=\sigma_{c}(t_{0})J(t,t_{0}) \tag{5}\]  
where \(J(t,t_{0})\) is the creep function or creep compliance and \(E_{c}(t_{0})\) is the modulus of elasticity at the time of loading \(t_{0}\). The creep coefficient may be calculated from  
\[\phi(t,t_{0})=\phi_{0}\beta_{c}(t-t_{0}) \tag{6}\]  
where \(\phi_{0}\) is the notional creep coefficient, \(\beta_{c}(t-t_{0})\) is the coefficient to describe the development of creep with time after loading, \(t\) is the age of concrete (days) at the instant considered \(t_{0}\) is the age of concrete at loading (days). The notional creep coefficient may be estimated from  
\[\phi_{0}=\phi_{RH}\beta(f_{cm})\beta(t_{0}) \tag{10}\]  
with  
\[\phi_{RH}=