在Biot固结理论框架下，利用分数阶Kelvin模型描述土骨架流变效应，考虑孔压消散和土骨架流变的耦合作用。通过建立周期性循环荷载的时空域解析函数，在柱坐标系下构建半空间饱和黏土地基的三维轴对称动力固结控制方程。采用Hankel-Laplace联合变换及张量运算推导控制方程在变换域的解析解，然后利用数值反演得出物理场的时空域解。通过算例分析，对循环荷载作用下饱和黏土地基的动力固结特性开展研究。结果表明，饱和黏土在主固结阶段的沉降速率较慢，而次固结阶段的沉降速率加快；循环荷载作用下，土骨架流变性越强，土体的累积沉降发展越快，土体位移波动幅值随黏性阶数的增大而减小，而且黏性阶数越大位移滞后性越明显；土骨架流变性导致孔压响应滞后于有效应力，孔压与有效应力的螺旋曲线发生水平移动；在循环荷载的卸载阶段，正应力随外荷载的减小而减小，但切应力随之增大，土体因发生剪胀现象而产生负孔压。Under the frameworkof Biot porous media theory

the fractional order Kelvin model is used todescribe the rheological effect of soil skeleton

considering the couplingeffect of pore pressure dissipation and skeleton rheology. By establishing aspatiotemporal analytical function for periodic cyclic loads

athree-dimensional axisymmetric dynamic consolidation control equation for ahalf space saturated clay foundation is constructed in a cylindrical coordinatesystem. The analytical solution of the control equation in the transformeddomain is derived using Hankel-Laplace joint transformation and tensoroperations

followed by numerical inversion to acquire the spatiotemporalsolution of the physical field. By analyzing numerical examples

the dynamicconsolidation characteristics of a saturated clay foundation under cyclicloading are studied. The results indicate that the settlement rate of saturatedclay is slower during primary consolidation but faster during secondaryconsolidation. With cyclic loading

the soil's cumulative settlementdevelopment accelerates as the rheological properties of the soil skeletonstrengthen. The amplitude of soil displacement fluctuations decreases as theorder of viscosity increases

and the more significant the order of viscosity

the more pronounced the displacement hysteresis becomes. The rheological propertiesof the soil skeleton lead to a lag in pore pressure response compared toeffective stress

resulting in horizontal movement of the spiral curve betweenpore pressure and effective stress under cyclic loading. In the unloading stageof cyclic loads

due to the decrease of normal stress with the decrease ofexternal load

but the increase of shear stress

the soil undergoes sheardilation phenomenon

resulting in negative pore pressure in the soil.