Caisson type gravity quay wall is a common structure used in the coastal regions. However, many of the existing quay walls constructed in the past are becoming obsolete. Therefore, the main goal of this study is to enhance the performance of these quay walls by increasing the front water depth. To deepen the water depth, a special grout type is ejected to solidify the rubble mound under the caisson toe, then excavating a part of the rubble placed in front of the caisson to the designed level. Various cases with different shapes and dimensions are proposed to optimize the grouted area. Based on the examination of stability and construction feasibility, the reasonable geometry and area of grouted rubble can be selected. In addition, the numerical analysis is performed by the Finite Element Method (FEM) program (PLAXIS 2D) to expect the behavior of the quay wall and grouted rubble. The results demonstrate that after upgrading, the maximum contact stress between caisson and rubble mound increases sharply, but the stress at the bottom of grouted rubble does not change in comparison prior to innovation. The analysis also indicates that when the Hardening Soil (HS) model is applied, the displacement of the quay wall is higher than that of the Mohr–Coulomb soil (MC) model.

沉箱式重力码头墙是沿海地区常用的结构。但是，过去建造的许多现有码头墙都已过时。因此，这项研究的主要目标是通过增加前水深来增强这些码头墙的性能。为了加深水深，喷出一种特殊的灌浆类型，以固化沉箱脚趾下方的瓦砾堆，然后将沉箱前面的一部分瓦砾开挖到设计水平。提出了具有不同形状和尺寸的各种情况以优化灌浆面积。在检查稳定性和施工可行性的基础上，可以选择合理的灌浆碎石几何形状和面积。此外，通过有限元方法（FEM）程序（PLAXIS 2D）进行了数值分析，以预期码头墙和注浆的碎石的行为。结果表明，升级后，沉箱和瓦砾堆之间的最大接触应力急剧增加，但灌浆瓦砾底部的应力与创新前相比没有变化。分析还表明，当应用“硬化土壤”（HS）模型时，码头壁的位移要高于“莫尔-库仑”土壤（MC）模型的位移。