由于复杂的地形和地貌环境，我国西部地区存在大量上覆土层较厚且坡度较陡的边坡，容易沿着软弱界面发生滑坡灾害。传统的滑坡支护结构受力和变形不尽合理，存在桩顶位移过大和内力分布不均的问题。为此，本文研究具有空间结构性的h型抗滑桩，采用理论分析、室内模型试验和数值计算相结合的方法，研究h型抗滑桩的桩身弯矩、桩顶位移和桩前土压力，进一步分析h型抗滑桩的连梁刚度、连梁长度和桩位对其承载特性的影响。主要研究内容与结论如下：

（1）阐述抗滑结构的研究现状，分析抗滑结构的承载特性。总结国内外抗滑结构在结构类型、理论研究与试验研究方面的进展。探究h型抗滑桩在大型滑坡中的适用性和承载特性，并对其设计计算理论及方法进行了分析。

（2）开展h型抗滑桩室内缩尺模型试验，对h型抗滑桩在坡顶均布荷载作用下的桩身弯矩和桩前土压力进行监测，分析h型抗滑桩的受力状态。h型抗滑桩前排桩靠近桩底处弯矩为零，最大弯矩出现在靠近桩顶处。后排桩弯矩呈“弓形”分布，最大弯矩位于桩身中上部截面，桩顶与桩底处弯矩趋近于零。前、后排桩桩前土压力分布规律接近，说明了h型抗滑桩良好的协同受力特性。

（3）利用有限单元法对h型抗滑桩支护边坡进行数值模拟，研究抗滑桩在荷载作用下的桩身弯矩、桩顶位移和桩前土压力分布规律。对比分析数值模拟和室内模型试验结果，两者在变化趋势上基本一致，数值计算结果可为模型试验提供补充。

（4）建立多组h型抗滑桩支护边坡数值模型，分析h型抗滑桩连梁刚度、连梁长度和桩位对其承载特性的影响。结果表明h型抗滑桩宜将连梁刚度设为2.5倍抗滑桩的抗弯刚度；最佳连梁长度为5倍桩身截面宽度。将h型抗滑桩布置于坡面中上部时，更有利于其护坡承载性能的发挥。

Due to the complex terrain and geomorphic environment, there are a large number of slopes with thick overlying soil layers and steep slopes in the western region of China, which are prone to landslide disasters along weak interfaces. The traditional landslide support structure has unreasonable stress and deformation, resulting in excessive pile top displacement and uneven distribution of internal forces. Therefore, the h-type anti-slide pile with spatical structure was studied, by combining theoretical analysis, laboratory model test and numerical calculation, the bending moment of pile body, displacement of pile top, and earth pressure in front of h-type anti-slide pile were analyzed. The effects of connecting beam stiffness, connecting beam length and pile position on the bearing characteristics of h-type anti-slide pile were further investigated. The main study contents and conclusions are as follows:

(1) The research status of anti-slide structures was described, and the bearing characteristics of anti-slide structures were analyzed. The advances in structural types, theoretical and experimental studies of slide resistant structures at home and abroad were summarized. The applicability and bearing characteristics of h-type anti-slide pile in large landslides were studied, the design calculation theory and method were also analyzed.

(2) The laboratory scale model test of h-type anti-slide pile was conducted. The bending moment and earth pressure in front of h-type anti-slide pile under uniform load at the top of slope were monitored, and the stress state of h-type anti-slide pile was analyzed. The bending moment of the front pile near the bottom of the h-type anti-slide pile is zero, and the maximum bending moment appears near the top of the pile. The bending moment of the rear pile is distributed in a "bow" shape, the maximum bending moment is located in the middle and upper section of the pile, and the bending moment at the top and bottom of the pile tends to zero. The distribution of soil pressure in front of the front and rear piles are similar, it shows that the h-type anti-slide pile has good cooperative force characteristic.

(3) Finite element method was used to numerically simulate the slope supported by h-type anti-slide pile, the distribution law of pile bending moment, pile top displacement, and soil pressure in front of anti-slide piles under load were studied. The results of numerical simulation and the results of laboratory model test were compared, it was found that the change trend of the two are basically the same. The numerical calculation results can provide a supplement for the model test.

(4) A series of numerical models of h-type anti-slide were established to analyze the effects of beam stiffness, beam length and pile position on the bearing characteristics of h-type anti-slide pile. The results indicate that the stiffness of the connecting beam should be 2.5 times the bending stiffness of anti-slide piles. The optimum connecting beam length is 5 times the width of pile section. When the h-type anti-slide pile was arranged in the middle and upper part of the slope, it is more favorable to its slope protection performance.