# Mechanical Performance of Curved Link-Slab of Simply Supported Bridge Beam
## 5 Concluding Remarks  
This paper has proposed a new type of CLS structure and has simplified it into a hingeless arch model. According to the theoretical deduction, the maximum stress formula for the middle part of the hingeless arch is obtained. The formula is numerically verified. The FLS and CLS bridge models were established using the finite element software ABAQUS to analyze and compare them under different load conditions. Based on this study, the following comments are offered:  
1. The design of the CLS enables the link-slab to form an isolation space with the main girder, which can release the tensile stress in the CLS. In addition, the curve structure weakens the thickness of the link-slab and reduces its bending, and tensile stiffness can better adapt to the deformation of the beam end structure and effectively solves the cracking problem of the link-slab. 2. Since both CLS ends are consolidated with the bridge deck pavement, the CLS is simplified into a hingeless arch structure. According to the classical mechanical method, the hingeless arch simplified model is derived based on theoretical deduction. Formulas are derived for the maximum tension and compression stress on the upper and lower surfaces of the mid-span part of the link-slab. In addition, the rationality of the stress formula is verified using the FEM simulation. 3. The sensitivity analysis showed that only changing the CLS section's reinforcement ratio has a limited impact on the CLS. The CLS with asphalt concrete pavement is more reasonable to keep the structure consistent with the overall bridge deck pavement. Based on the combined concrete tensile and compression limits, the CLS thickness should be 15 cm to 20 cm, and its design span should be about 5% to 7.5% of the main beam length. 4. The analysis of the refined model relies only on the two-span deck continuous T-shape simply supported girder on a straight bridge. However, this model has certain \begin{table}
\begin{tabular}{c c c c} \hline \hline
**Stress Location** & **Stress** & **Type** & **Stress Value (MPa)** \\ \hline \multirow{4}{*}{Upper surface} & Maximum tensile & Theoretical & \(1.06\) \\  & stress & Analysis & \(0.97\) \\ \cline{2-4}  & Maximum & Theoretical & \(-4.50\) \\  & compressive stress & Analysis & \(-4.14\) \\ \hline \multirow{4}{*}{Lower surface} & Maximum tensile & Theoretical & \(0.86\) \\  & stress & Analysis & \(0.80\) \\ \cline{2-4}  & Maximum & Theoretical & \(-1.16\) \\ \cline{1-1}  & compressive stress & Analysis & \(-1.08\) \\ \hline \hline \end{tabular}
\end{table} 
Table 7: Maximum stresses on the upper and lower surfaces of the CLS span. limitations regarding bridge type and bridge span diameter. Future research should address the force analysis of the inclined and curved bridges with different types and spans of arch deck continuous structure to fully verify the feasibility of the reinforced concrete arch deck. In addition, in the theoretical derivation and numerical analysis, only the force conditions of the continuous arch deck structure were calculated for the second stage constant load, highway class I lane load, vehicle braking force, overall temperature change, and temperature gradient. Future research should further analyze the effect of shrinkage, creep, and uneven settlement of the beam end on the continuous arch deck structure. The innovation of the article and the idea of writing the first draft were proposed by [PERSON] [PERSON] provided many suggestions and helped revise the paper. [PERSON] carried out the experimental design and data analysis of the paper and substantially contributed to writing and revising the paper. [PERSON] and [PERSON] provided substantial help in preparing relevant data, finite element analysis, and the contents of the paper in the early stages. All authors have read and agreed to the published version of the manuscript. The authors are grateful for the financial support provided by the National Natural Science Foundation of China (Grant No.