The Boltzmann growth function is introduced to study the soil consolidation behavior caused by shield construction disturbance when the lining permeability deteriorates, and the general Voigt model is used to characterize the rheological properties of saturated soft soil. Based on the Terzaghi-Rendulic theory, the governing equations for the consolidation of saturated soft soil around the tunnel were established. The shield tunnel project in Kunming's peat soft soil area is taken as an example to analyze the consolidation property. The results show the speed and curve shape of the excess pore water pressure dissipation are closely related to the leakage exacerbation mode of the lining. Increasing the number of Kelvin bodies results in slower dissipation of pore pressure, resulting in incomplete dissipation and pronounced step-like behavior.

This paper presents a novel analytical solution for the consolidation behavior of viscoelastic saturated soft soil subjected to large-scale ground loading. The rheological properties of clay are described using the general Voigt model. Based on the Terzaghi-Rendulic theory, the governing equations for the dissipation of excess pore water pressure in the surrounding soil mass of a tunnel are established under the first and second boundary conditions. The governing equations are solved using the complex variable method. The obtained solutions are verified by reducing them to the forms of three traditional rheological models, demonstrating the reliability of the proposed approach. Finally, based on the established solutions, the dissipation characteristics of excess pore water pressure around the tunnel are analyzed. The case results indicate that the soil permeability coefficient (k), the independent Newtonian viscosity coefficient (K-0) and Hooke's spring modulus (E-0) in the general Voigt model have significant influences on the dissipation of excess pore water pressure and the degree of consolidation. A larger k, K-0, and E-0 lead to faster dissipation and consolidation development, while a greater tunnel buried depth (b) results in slower consolidation process. The influence of k on excess pore water pressure dissipation is more significant than that of K-0 and E-0. For the first boundary type, consolidation is instantaneous when k > 0.1 m/d. For the second type, when k < 0.0001 m/d, excess pore pressure remains unchanged within 100 d. The permeability condition of the tunnel has a considerable impact on the distribution of excess pore water pressure in the soil layer directly above the crown. When the tunnel is fully permeable, the effects of k, K-0, and E-0 on the dissipation of excess pore water pressure are more pronounced in the early stage, with almost complete dissipation of excess pore pressure above the tunnel before 100 d. However, when the tunnel is completely impermeable, their effects are more prominent in the later stage, and by 100 d, the maximum excess pore pressure within the depth range is 25 % of the initial.