中文摘要：

针对已有圆形浅基础地基极限承载力计算方法的假定条件、计算方法、屈服准则等的适应性特点，对圆形浅基础地基极限承载力的解析解进行了研究。假定地基整体剪切破坏面形态呈Prandtl—Reissner经典理论滑动面形状、地基土体破坏时为不变形的刚塑性体，且破坏面均服从Mohr—Coulomb屈服条件，根据刚塑性体的静力平衡条件，考虑破坏面上的摩阻力项，严格推导了圆形浅基础地基极限承载力的理论解，并与Vesic半经验公式以及其他解析解进行了对比，对比结果表明：考虑破坏面上的摩阻力σtanφ项能使承载力系数Nc和Na提高，但二者随内摩擦角的变化规律有差异；本文理论解与Vesic半经验公式以及其他解析解相似，是对圆形浅基础地基极限承载力计算方法的进一步改进。

英文摘要：

Focusing on the adaptive characteristics of assumptions, calculation method, yield criterion about calculation method of ultimate bearing capacity of shallow circular foundation, the analytical solution of the ultimate bearing capacity of circular shallow foundation is studied. Assuming that the global shearing deformation surface of foundation obeys the sliding surface of Prandtl-Reissner＇s classic theory, the destruction soil under the foundation is indeformable rigid-plastic body, and the failure surface obeys the Mohr-Coulomb yield criterion, based on the static equilibrium condition of rigid-plastic body, considering the frictional resistance part σ tan φ of failure surface, the theoretical solution of ultimate bearing capacity of shallow circular foundation is strictly derived, and compared with those of Vesic＇s semi-empirical equation and several other existing analytic equations. The comparison result shows that （1） the bearing capacity coefficients Nc and Nq can be increased if considering the frictional resistance part σtanφ of failure surface, but the variation of bearing capacity coefficients Nc and Nq with the internal friction angle of soil is different; （2） the theoretical solution using the presented method, which is a revised calculation method of ultimate bearing capacity of shallow circular foundation, is similar to those of Vesic＇s semi-empirical equation and other analytic equations.