研究結果顯示：(1)土壤在未達液化狀態時，振動加速度由基盤至地表逐漸放大；土壤達到液化狀態時，由於剪力波無法傳遞，所以加速度傳遞至地表面而大幅度減小；(2)地中壁的圍束作用對超額孔隙水壓激發之抑制是有效果的，且以格子間距5公尺之抑制效果最佳；(3)地中壁能有效限制地表沉陷量，以格子間距5公尺圍束區域內之地表沉陷量最小；(4)震波往上傳遞時，壁體受到側向有效土壓力與孔隙水壓往復作用，且隨深度越深壁體受力越大；(5)當超額孔隙水壓力逐漸消散時，土壤將產生沉陷並往四周壁體擠壓，所以當超額孔隙水壓消散完成時，將有殘餘應力作用於壁體上，且深度越大其值越高。 ;A series of centrifuge shaking table tests was conducted to investigate the mitigating effect on soil liquefaction by the lattice-shaped underground wall. During the test, accelerometers, pore pressure transducers, linear variable differential transformers and micro earth pressure transducers were embedded in the soil layer to monitor the seismic response of soil deposit. The mitigating effect was evaluated by the measurements, including (1) maximum peak ground acceleration along the depth; (2) excess pore pressure histories at different depths; (3) ground settlement and (4) lateral total pressure applied on the underground wall. From the test result, it can be conclude that (1) the acceleration amplitude was amplified from the base to the surface ground before soil liquefaction. The shear wave can not propagate through the liquefied soil layer to the ground surface and leading to that the acceleration amplification was smaller than 1. (2) The lattice-shaped underground wall with 5 m-width spacing was effective to mitigate the generation of pore water pressure and to decrease the settlement of surface ground. (3)The total lateral pressure acted cyclically on the underground wall and increased with increasing depth during shaking. (4) The ground settled and the lateral earth pressure acting on the underground wall increased during the pore water pressure dissipation. Therefore, there was an additional force acted on the underground wall as compared to the initial condition.
