## 7 Conclusions  
In this study, we focused on the measured performances affected by the concrete shrinkage & creep and thermal effects of a complicated self-anchored suspension bridge with extra-wide concrete girder, Hunan Road Bridge, which is currently the widest among similar bridges in China. In addition, the structural changes of interest during the long-term service period were predicted. The significant contributions of this study are summarized as follows:  
* The measured data reflect the stability and safety of Hunan Road Bridge. The transverse displacements of towers were more significant than the longitudinal ones. The spatial effect of the girder is significant due to the extra width, which performed as the girder longitudinal stresses changed unevenly along the transverse direction. The slight changes of girder vibration frequencies reflect the stable girder structural stiffness and mass. * The deviations of cable anchoring positions and deflection of mid-span girder that are caused by the concrete S&C and ambient temperature changes are main factors influencing the structural alignments and internal forces of concrete self-anchored suspension bridges. Especially for the one having an extra-wide concrete girder such as Hunan Road Bridge. * The cable anchoring positions at girder ends and tower tops moved towards the mid-span affected by the concrete S&C. The measured deflections of the girder at the middle region of mid-span were significant. Increases in the longitudinal compressive stresses of top plate and decreases in the ones of bottom plate were caused in this region. In addition, the girder compressive stresses increased generally along with the seasonal ambient warming and decreased along with cooling. The uneven distributions of girder stress variations between the side and middle webs of the \begin{table}
\begin{tabular}{c c c c c c c} \hline \hline \multirow{2}{*}{\begin{tabular}{c} **Increasing** \\ **Percentage of** \\ **Hanger Force** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Bridge Completion State After Equilibrium Analysis** \\ **Gider Litigating** \\ **Amount (m)** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Gider Litigating** \\ **Top Plate** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Gider Litigating** \\ **Bottom Plate** \\ \end{tabular} } & \multirow{2}{*}{\begin{tabular}{c} **Gider Litigating** \\ **Detection (m)** \\ \end{tabular} } & \multirow{2}{*}{\
\begin{tabular}{c} **Gider Litigating** \\ **Top Plate** \\ \end{tabular} } & \multirow{2}{*}{
\begin{tabular}{c} **Gider Litigating** \\ **Bottom Plate** \\ \end{tabular} } \\ \hline
0\% & 0.013 & \(-\)5.410 & \(-\)5.780 & \(-\)0.087 & \(-\)6.618 & \(-\)2.171 \\
1\% & 0.015 & \(-\)5.322 & \(-\)6.183 & \(-\)0.087 & \(-\)6.532 & \(-\)2.569 \\
2\% & 0.017 & \(-\)5.233 & \(-\)6.586 & \(-\)0.088 & \(-\)6.446 & \(-\)2.966 \\
3\% & 0.019 & \(-\)5.145 & \(-\)6.989 & \(-\)0.088 & \(-\)6.399 & \(-\)3.364 \\
4\% & 0.021 & \(-\)5.056 & \(-\)7.391 & \(-\)0.089 & \(-\)6.273 & \(-\)3.762 \\
5\% & 0.023 & \(-\)4.968 & \(-\)7.794 & \(-\)0.089 & \(-\)6.187 & \(-\)4.160 \\ \hline \hline \end{tabular}
\end{table} 
Table 6: Parametric study on the influence of final girder geometry in the girder state evolution. same section caused by the temperature gradient effects reflect the significant spatial effect of the extra-wide girder. * The stress increases of side-span girder bottom plate and mid-span girder top plate under extreme seasonal warming, as well as the stress decreases of side-span girder top plate and mid-span girder bottom plate under extreme cooling, are worthy of attentions when considering the long-time concrete S&C effects. Moreover, the concrete S&C effects should be taken into account during the determination of reasonable final state. The methods to offset the adverse influences of concrete S&C include the set of appropriate girder camber, pre-deviations of towers towards side-span, and pre-lift of mid-span girder through adjusting the final hanger forces in a reasonable range.