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Deformation simulation and stability analysis of frame seawall
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摘要: 以温州框架式海堤为背景，采用有限元强度折减法，分析密排桩结构参数和桩基周围淘蚀对框架式海堤变形及稳定性的影响。计算结果表明：随着密排桩桩长增加，密排桩桩身水平位移不断减小；密排桩径对桩身水平位移的影响较小；密排桩排间距对桩身水平位移基本没有影响；随着桩基周围淘蚀深度的增加，密排桩桩身水平位移不断增大，最大增幅位置都发生在桩顶；随着密排桩桩长和桩径的增加，框架式海堤整体稳定安全系数均增大；密排桩排间距为2.1 m时，框架式海堤整体稳定安全系数最小。Abstract: Taking Wenzhou frame seawall as the background, the finite element strength reduction method is used to analyze the influence of the structural parameters of dense row piles and the erosion around the pile foundation on the deformation and stability of the frame seawall. The results show that with the increase of the length of dense row piles, the horizontal displacement of dense row piles decreases; the influence of the diameter of dense row piles on the horizontal displacement of piles is small; the spacing of dense row piles has little effect on the horizontal displacement of piles; and the horizontal displacement of dense row piles increases with the increase of erosion depth around piles. The maximum locations occur at the top of the pile. With the increase of the length of dense row piles, the overall stability safety factor of frame seawall increases; with the increase of the diameter of dense row piles, the overall stability safety factor of frame seawall increases; when the spacing of dense row piles is 2.1 m, the overall stability safety factor of frame seawall is the smallest.
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图 1 框架式海堤整体有限元计算模型（单位：m）
Figure 1. Integral finite element calculation model of frame type seawall （unit：m）
图 4 不同桩基周围淘蚀深度情况下桩身水平位移曲线
Figure 4. Horizontal displacement curves of piles with different erosion depths around piles
图 5 不同密排桩长情况下桩身水平位移曲线
Figure 5. Horizontal displacement curve of piles with different dense row piles
图 6 不同密排桩径情况下桩身水平位移曲线
Figure 6. Horizontal displacement curves of piles with different dense row diameters
图 7 不同密排桩排间距情况下桩身水平位移曲线
Figure 7. Horizontal displacement curves of piles with different spacings between dense rows of piles
表 1 土层物理力学指标
Table 1. Physical and mechanical indexes of soil layer
土体类型 土层底高程/m 密度/(kg·m−3) 弹性模量/MPa 内摩擦角/° 泊松比 黏聚力/kPa 细砂夹淤泥 −13.66 1 660 16.0 16.9 0.35 5.0 淤泥夹细砂 −21.66 1 670 13.5 15.4 0.35 9.4 淤泥 −25.66 1 600 11.0 14.7 0.35 7.3 淤泥质黏土 −35.66 1 680 13.5 14.3 0.35 10.5 卵石 −71.42 2 200 150.0 36.0 0.35 0 
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