## 4 Research on Stress and Deformation Characteristics of CFRDs under Different Factors
### The Influence of Water Storage on the Stress and Deformation of CFRDs  
The influence of water storage on stress and deformation characteristics exhibited a marked difference between the completion period and storage period conditions. Therefore, when examining the impact of water storage on the stress and deformation of CFRDs, it is essential to consider both the completion period and the storage period. Drawing from the calculation and sensitivity analysis results of the third set of schemes in Table 7, the effect of water storage on the stress and deformation characteristics of the dam body was found to be insignificant; thus, the discussion focuses solely on the influence on the panel. It was noted that compared to a single water storage event, deflection, axial horizontal displacement, and tensile stress along both the slope and axial directions of the panel were significantly reduced under multiple water storage scenarios. Figure 10 depicts the variation and distribution patterns of panel deflection and stress along the slope and axial directions with respect to the height of the dam or panel during the completion and different storage periods. In Figure 10a, the maximum deflection during the completion period was located in the upper middle section of the face slab (approximately 85% of the face slab's height). After water storage, the region of maximum deflection shifted towards the lower portion of the panel, at approximately 35% of its height. During a single water storage event, the maximum value of deflection increased by 30 cm compared to the completion period, and the deflection decreased as the number of water storage events increased. As illustrated in Figure 10b,c, during the completion period, localized areas along the slope and dam axis (the upper part of the face slab and coastal  
Figure 9: Distribution of stress along the slope and axial direction in the panel under different bank slope gradient conditions: (**a**) axial stress at a bank slope gradient of 1:0.5/MPa; (**b**) stress along the slope at a bank slope gradient of 1:0.5/MPa; (**c**) axial stress at a bank slope gradient of 1:1.5/MPa; (**d**) stress along the slope at a bank slope gradient of 1:1.5/MPa. slope) experienced tension, while other parts were subjected to compression. Regarding stress along the slope direction of the face slab, the maximum compressive stress during the completion period was situated at the bottom of the panel. After water storage, the compressive stress in the middle section of the panel decreased as the number of water storage events increased, with the tension zone at the bottom transitioning to a compression zone. For the axial stress of the panel, the compressive stress during the completion period was minimal, with the upper part of the panel under tension. After water storage, the compressive stress intensified, and the tensile stress zone in the upper section transitioned to a compressive stress zone. Figure 11 presents the contour maps of stress along the slope and axial directions of the panel under both single and triple water storage scenarios (the solid black line represents the primary storage scheme, while the dashed red line denotes the tertiary storage scheme). As illustrated in Figure 11a, the maximum axial compressive stress of the panel gradually decreases as water storage times increase. Moreover, the distribution range of tensile compressive stress under both water storage schemes exhibits minimal difference. Observing Figure 11b reveals that the maximum compressive stress along the slope of the panel also decreases with the increase in water storage times. Furthermore, the distribution range of the maximum compressive stress progressively narrows as water storage times escalate, concurrently leading to a decrease in the range of tensile stress at the top of the panel.