## 4 Research on Stress and Deformation Characteristics of CFRDs under Different Factors
### The Influence of Dam Height on the Stress and Deformation of CFRDs  
The results from the first set of schemes in Table 7 indicate that the stress and deformation characteristics of the dam and the deformation characteristics of the face slab increased with the rise in dam height. For each incremental rise in dam height, the deformation of both the dam body and face slab was augmented by approximately 30% to 50%. This demonstrates that dam height significantly affects the deformation characteristics of the dam and face slab. Figure 6 illustrates the changes and distribution of dam internal settlement, panel deflection, panel stress along the slope, and axial direction throughout the water storage period, as related to the dam or panel height. The findings revealed that the peak internal settlement of the dam at varying heights typically occurred between 1/3 to 1/2 of the dam height from the top. The maximum deflection values were generally located at 75% of the panel height. The majority of the panel areas along the slope direction, primarily the middle and upper portions, experienced compressive stress, while localized zones (including around the panel shoulder and bottom, and along the local coastal slope) were subjected to tensile stress. The peak compressive stress appeared between 1/3 and 1/2 of the panel height from the top, and the maximum tensile stress was consistently found below 10% of the face slab height. The panel's axial direction was predominantly under compression, with the maximum compressive stress typically centered in the center of the valley, at approximately 20% of the face slab height. Figure 7 depicts the stress distribution along the slope and axial direction on the face slab during the water storage period under various dam heights. By integrating the observations from Figures 6 and 7, it was evident that the range of tensile stress distribution in the face slab along the slope and axial direction expanded with an increase in dam height, which conforms to the general rule. In the actual project, to address the issue of increased tensile stress in the face slab due to the height of \begin{table}
\begin{tabular}{c c c c c} \hline \hline
**No.** & **Calculation Scheme** & **Dam Height/m** & **Bank Slope Gradient** & **Water Storage** \\ \hline  & 1-1 & 200 & & \\
1 & 1-2 & 250 & 1:1.0 & 2 \\  & 1-3 & 300 & & \\ \hline  & 2-1 & & 1:0.5 & \\
2 & 2-2 & 250 & 1:1.0 & 2 \\  & 2-3 & & 1:1.5 & \\ \hline  & 3-1 & & 1 \\
3 & 3-2 & 250 & 1:0.5 & 2 \\  & 3-3 & & 3 \\ \hline \hline \end{tabular}
\end{table} 
Table 6: Calculation scheme. \begin{table}
\begin{tabular}{c c c c c c c c} \hline \hline \multicolumn{3}{c}{**Dam Body**} & \multicolumn{6}{c}{**Panel**} \\ \cline{2-9} \multicolumn{1}{c}{\multirow{-2}{*}{**Scheme**}} & \multicolumn{2}{c}{**Internal**} & \multirow{-2}{*}{ \begin{tabular}{c} **Along the River** \\ **Displacement/cm** \\ \end{tabular}  } & \multirow{-2}{*}{ \begin{tabular}{c} **Axial** \\ **Displacement/cm** \\ \end{tabular}  } & \multirow{-2}{*}{ \begin{tabular}{c} **Along the Slope Direction** \\ **Displacement/cm** \\ \end{tabular}  } & \multirow{-2}{*}{\ \begin{tabular}{c} **Along the Size Direction** \\ **Displacement/cm** \\ \end{tabular}  } & \multirow{-2}{*}{ \begin{tabular}{c} **Along the Axial Direction** \\ **Displacement/cm** \\ \end{tabular}  } \\ \cline{4-9} \multicolumn{1}{c}{} & \multicolumn{1}{c}{} & & & & & & \\
1-1 & 94.47 & 25.11 & 38.27 & 2.66 & 5.46 & 1.66 & 10.56 & 1.25 \\
1-2 & 139.50 & 36.58 & 57.98 & 4.26 & 7.09 & 2.63 & 14.74 & 2.52 \\
1-3 & 191.80 & 49.83 & 80.89 & 6.46 & 9.26  
the dam, a multitude of strategies have been implemented, including employing judicious filling processes and pre-compaction measures to curtail the uneven deformation of the dam structure; and refining the spacing between panels and the design of vertical seams to accommodate the axial extrusion deformations experienced by the panels.