本研究利用層狀剪力砂箱與移動式霣落器在震動台施作兩種尺寸之〖60〗^°加勁邊坡，一為上底長、下底長、寬、高為 600mm × 880mm × 500 mm × 480mm；二為826mm × 1115mm × 500 mm × 500mm，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，藉由改變其加勁材料之勁度、加勁層數、試體土量及改變地震波輸入條件用以探討加勁邊坡在地震力作用之下之牆體變位狀況、牆體加速度反應情況、加勁材料受力分布以及地震波之能量，並將試驗結果與過去結果一同比較討論。
由震動台模型試驗結果可知 : 一、加勁邊坡在地震中之變位深受震波頻率的影響，其牆面變位隨著頻率的降低而增加，其原因是地震波之能量的影響。二、藉由最大永久變位與地表水平尖峰加速度(HPGA)之關係曲線，知道邊界的影響和地震波頻率的變因影響大。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。五、將地震波加載之波形用平均I_a值的來表示，比HPGA更能清楚比較其強弱，而在Arais intensity之增幅係數上，其趨勢跟頻率有關，跟牆面角度無關。六、Stiffness coefficient和Internal failure index是可以來評估加勁材所能產生的加勁效果的指標。七、加勁牆在地表運動作用下，其最大牆變面變位發生在接近頂部；而加勁邊坡在地表運動作用下，其最大牆變面變位發生在接近底部。

In present study, geosynthetic-reinforced model slopes were brought to failure using a shaking table test facility. A laminar box was used to contain the model slope in the shaking table tests. The test medium used in this study is a medium-dense river sand. Various peak accelerations, frequencies of base input motion, stiffness of reinforcement, layout of reinforcement and back boundary were used in the model test to investigate their influence on the dynamic behavior of the geosynthetic-reinforced steep slopes. Results of a comparative study between the test results reported in the literature and those in the present study reveal:
1. The seismic displacements are significantly affected by the frequency of base motion, i.e., seismic displacements increase with decreasing frequency of base motions, for identical values of horizontal peak ground acceleration (HPGA).
2. The influence of width of backfill and frequencies of base input motion is large, in terms of the maxium permanent displacement of the slope(D_max) under various horizontal peak ground acceleration(HPGA).
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 occurs. This phenomenon has not been considered in previous studies.
4. Transitions from an amplification state to a de-amplification state at the slope crest occur at certain levels of input ground accelerations, depending on the input wave frequencies.
5. The adoption of the average of Arais intensity is significant in accurately capturing the seismic behavior of reinforced slopes The trend of amplification factor generated by Arais intensity is afunction of input wave frequency, while is independent of the slope angle of wall.
6. Stiffness coefficient and Internal failure index are effective indicators that can be utilized to evaluate the seismic response of reinforced slopes.

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