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为更好地应用抗拔桩,以其极限承载力的计算方法为研究对象,分析承载力计算值与实测值差异较大的问题,基于变形破坏面形式对抗拔桩极限承载力计算方法进行分析,并结合现场试验,对各种方法计算结果进行了对比研究。结果表明:标准模型,Meyerhof模型和Das模型均忽略桩的自重,计算值偏小,适用于长径比不大的抗拔桩;Chattopadhyay模型计算方法可行,但过程较复杂,适合砂性土层,Shanker模型考虑桩入土深度与桩径比值的关系,当比值大于20时计算具有一定的适用性;倒圆锥台考虑了桩的自重,Kotter模型基于Kotter方程计算,水平条分法假设破坏面为曲面,并根据极限平衡理论计算承载力,其计算值均与Vesic测试试验结果比较接近,且适用于各种土层条件下承载力的计算,均可作为计算等截面抗拔桩极限承载力的方法。
In order to better apply the anti-pull pile, the calculation method of its ultimate bearing capacity is taken as the research object, the difference between the calculated value and the measured value of the bearing capacity is analyzed, and the calculation method of the ultimate bearing capacity of anti-pull pile is analyzed based on the form of deformation failure surface , Combined with field tests, a comparative study of the results of various methods. The results show that both the standard model, the Meyerhof model and the Das model neglect the self-weight of the pile and the calculated value is small, which is suitable for the uplift pile with small aspect ratio. The calculation method of the Chattopadhyay model is feasible, but the process is complicated and suitable for sandy soil , The Shanker model considers the relationship between pile depth and pile diameter ratio. When the ratio is greater than 20, the calculation has some applicability. The inverted truncated cone considers the pile’s own weight. The Kotter model is calculated based on the Kotter equation. The horizontal slice method assumes that the failure plane is Surface, and calculated the bearing capacity according to the theory of limit equilibrium. The calculated values are close to those of the Vesic test and are suitable for the calculation of the bearing capacity under various soil conditions, which can be used to calculate the ultimate bearing capacity method.