本研究採用長150 mm，直徑1.96 mm之鋼針模擬二向度(Two-dimensional)均勻顆粒土壤，並加入加勁材製作高500 mm之加勁邊坡(β=30°)。在靜態試驗中，邊坡上方放置兩種不同形式(固定及旋轉式)之基礎，探討加勁與否對於邊坡承載力的變化，並以深基礎試驗結果加入修正因子試圖推導邊坡承載力的計算公式。在動態試驗中，將加勁邊坡模型與基礎置於震動台上，觀察在改變試驗條件(如赫茲數、加勁層數、加載重量、基礎位置與波數)下的承載力變化會是如何，並以三種改良地震波，探討邊坡在承受真實地震與規則之正弦波之動態行為差異，並將邊坡上方基礎之動態承載力行為反映於基礎承載力之設計與分析中。
由靜態模型試驗可知: 一、在基礎的偏心、傾斜載重以及初始勁度的變化上，加勁邊坡都比不加勁邊坡還來的穩定。二、在加勁邊坡承載力比的計算公式中考慮Huang(2008b)的基礎後退修正係數是有其必要性，其推導結果也與試驗結果非常接近。三、修正後的沉陷量比計算結果與後退基礎加勁邊坡的實驗結果雖然相差甚遠，但也說明加勁邊坡在達極限承載力破壞前能容許的沉陷量變大許多。在動態模型試驗結果可知 : 一、邊坡頂部之加速度放大反應會隨著接近基礎自然頻率而越顯劇烈。二、同樣參考Whitman(1990)設計加速度值，加勁邊坡採用HPGA/g=3∙k_h，其得到的結果可以看出比不加勁邊坡還要安全許多。三、在動態加勁邊坡承載力比計算公式中加入地震修正係數，其結果與實驗值也非常接近。四、以能量觀點切入邊坡破壞之結果，發現相同加勁邊坡其所需破壞的能量皆一樣，且後退1B基礎與鄰近基礎在加勁效後的效果上極為接近。五、一般震動台試驗中所採用之逐漸增強正弦波加載，相對於隨機地震波有較為保守的現象。

In the present study, bearing capacity of footings placed on reinforced slopes were investigated using reduce-scaled model tests. An idealized 2-D backfill consisting of uniform diameter steel rods was used as the test medium. The present study is divided into two parts: static and dynamic. The first part focuses on static bearing capacity and derivation formula for reinforced slopes. The second part focuses on the input wave characteristics on the dynamic bearing capacity and the stability of footings. The following conclusions were obtained:
In static test:
1.On the changes of load eccentricity, load inclination and initial stiffness, reinforced slope is more stable than unreinforced slope.
2.The formula for bearing capacity ratio on reinforced slope is necessary to consider Huang and Kang(2008b) and the result is very close to test result.
3.Although the formula for settlement ratio is far from test result on the setback 1B reinforced slope, that shows it can allow more settlement before ultimate bearing capacity failure.
In dynamic test:
1.On the top of the slope model, the acceleration amplification response varies with input wave frequencies.
2.Refer to Whitman(1990), reinforced slope is much safer than unreinforced slope by using the empirical rule of amax /3 = kh•g (g: gravitational acceleration).
3.Adding the earthquake correction factor to the calculation formula for dynamic reinforced slope bearing capacity ratio and the result is very close to test result.
4.From the energy point of view, the result of the slope failure is found to be the same as the energy required for the same reinforced slope.
5.The slope subjected to step-wise intensified sinusoidal waves are more conservative than that subjected to random waves.

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