为探究人工岛围堰合龙后内部抽水过程对堰体渗流场及稳定性的影响，结合深中通道东人工岛大型海上交通枢纽筑岛围堰工程实例，应用Geostudio有限元分析软件建立不同抽水工况下的围堰内部降水施工模型，开展抽水过程围堰渗流场及堰坡稳定性分析，为实际施工提供参考依据。结果表明： 1)背水侧坡脚处渗流集中，抽水速度越大对应的堰体浸润线越高，堰坡越不稳定； 2)围堰变形主要集中于软基淤泥层，而堰体自身位移变化较小，抽水速度的变化对堰体位移的影响不大，说明围堰填筑前期海床地基淤泥层需采取置换和高压旋喷等额外加固措施。进一步地，通过堰坡稳定性极限平衡分析发现，随着内侧水位的下降，堰坡安全系数先减小后增大，且抽水速度越大对应的最小安全系数越小。考虑现场施工进度限制，在满足堰坡稳定性的前提下，建议选用1 m/d的抽水速度。

To investigate the influence of the internal pumping process on the seepage field and stability of the cofferdam body after the closure of the artificial island cofferdam, a case study is conducted on the island cofferdam project of the largescale marine traffic hub on the east artificial island of the ShenzhenZhongshan link. Then, the finite element analysis software Geostudio is applied to establish the internal precipitation construction model of the cofferdam under different pumping conditions, and the stability analysis of cofferdam seepage field and slope is carried out during the pumping process to provide reference for the actual construction. The results show that: (1) The cofferdam body tends to be more unstable when the seepage concentrated at the foot of the slope on the backwater side at a higher pumping speed with higher wetting line. (2) The deformation of the cofferdam mainly occurs in softbase silt layer with slight displacement of the cofferdam itself, and the pumping speed has little effect on the displacement of the cofferdam, which indicates that additional reinforcement measures, such as replacement and highpressure jet grouting, are needed for the seabed foundation silt layer at the early stage of cofferdam filling. Furthermore, the analysis of the cofferdam slope stability with the limit equilibrium show that the safety factor of the cofferdam slope first decreases and then increases with the decreasing inner water level. In addition, a smaller minimum safety factor is obtained for a higher pumping speed. Considering the limitation of site construction progress, it is recommended to select the pumping speed of 1 m/d on the premise of meeting the stability of weir slope.