本研究利用層狀剪力砂箱在震動台上施做一長、寬、高為840mm × 500 mm × 600mm之回包式加勁擋土牆模型，使用土壤材料為南投縣眉溪中上游河砂試體單位單位重γ_d=15 kN/m^3，藉由改變震動台輸入震波之頻率與形式和加勁材加勁程度來探討加勁擋土牆在地震中之變位與加速度反應等動態行為，並將試驗結果與設計規範和其他學者一起比較討論。
由震動台模型試驗結果可知 : 一、加勁擋土牆在地震中之變位深受震波頻率的影響，地震引起之擋土牆變位在低頻震波條件之下最大，在高頻震波條件之下最小。二、藉由最大永久變位(D_max)與地表水平尖峰加速度(HPGA)之關係曲線所得到之臨界加速度值a_y隨震波頻率提高而增大。三、本研究正規化牆體變位曲線落在其他學者之曲線的右側，是因為本研究考慮了牆體臨界狀態之前的永久變位。四、加速度反應由增幅往減幅發展的過程與過去研究所建議的曲線相近，皆能以水平尖峰地表加速度為0.5g左右當作一個增減幅分界點。

In present study, geosynthetic-reinforced walls were constructed in and a laminar box was used to contain the model wall in shaking table tests. The test medium used in this study is a river sand from Mei-Shi Nantou with a dry density of γ_d=15 kN/m^3. A series of model tests with variations peak accelerations and frequencies of base input motion and lengths of reinforcement was performed to investigate the dynamic behavior of the geosynthetic-reinforced walls. Results of a comparative study between the test results reported in the literature and those in the present study, the following conclusions were obtained:
1. The seismic displacements are significantly affected by the frequency of base motion, i.e., seismic displacements increase with decreasing frequency of base motions, with identical values of horizontal peak ground acceleration (HPGA).
2. The critical acceleration (a_y) obtained from the relationship between maximum permanent displacements and horizontal peak ground acceleration decreases as the frequency of base motion increases.
3. The normalized displacement curves obtained here fall to the right of analytical and empirical curves reported in the literature, suggesting that a permanent displacement of the slope prior to the yielding of the slope exists which has not been considered on previous studies.
4. Transitions from an amplification state to a de-amplification state at the wall crest occur at certain levels of input ground accelerations.

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