In order to effectively reduce the environmental vibration hazards of high‐speed railways, a new viscous damping material for vibration isolation is proposed in this paper. The damping effect of a trench filled with this material was verified by scaled model tests. On this basis, the Jinshazhou section of Beijing–Guangzhou high‐speed railway was taken as the research object, and a three‐dimensional finite element model was established including a high‐speed railway, subgrade foundation soils, a vibration isolation trench, and a peripheral building. Combined with in situ measurements of environmental vibration of the studied railway section, the vibration isolation effects of both open and infill trenches were compared. The results show that the attenuation rates of the trench filled with the proposed material for the vertical and horizontal vibration acceleration level can be up to 14.0% and 13.2%, respectively, while the attenuation rates of the open trench are 11.1% and 11.9%, respectively. The vibration isolation trench filled with the new viscous damping material has a great damping effect on the vertical vibration across all frequency ranges, while a better isolation effect is observed for horizontal vibration when the frequency is less than 30 Hz or more than 50 Hz.

Composite foundations involving cement-stabilized soils are often adopted for immersed tunnels. In this paper, the cumulative damage characteristics of cement-stabilized soil were studied considering long-term traffic vibration loads. In total, four sets of dynamic fatigue damage tests with different cement contents and stress levels were carried out by applying an asymmetric sine-wave cyclic dynamic load. The fatigue cumulative damage characteristics and damage failure modes of the cement-stabilized soil were analyzed based on Miner's linear elastic fatigue cumulative damage theory. The correlation between the cyclic loading stress levels and the fatigue life N_f of the cement-stabilized soil was obtained, revealing the fatigue damage developing characteristics of the cement-stabilized soil.

This study presents analytical solutions for head-anchored stabilising piles embedded in a two-layer landslide. The landslide consists of a sliding soil layer with either a constant or linearly increasing profile of limiting pile–soil contacting pressure, and a stable, stiffer layer below with a uniform distribution of subgrade reaction modulus and ultimate reaction pressure throughout the depth. Rigid pile behaviour in the stable layer is assumed to simplify the analytical model. Based on the level of soil pressure mobilisation in the stable layer, three distinct pile modes are identified. For each mode, an analytical procedure is derived to calculate the lateral anchor force and various pile responses, including lateral head displacement, pile resistance, and maximum bending moment. Five scaled model tests from the literature are calculated for verification, and parametric studies are conducted to delineate the pile mode boundaries and investigate the impact of various parameters on the responses of the stabilising structure, providing valuable insights to guide preliminary design.

This study investigates the development of axial force in micro anti-slide piles under soil movement during slope stabilization. Axial force arises from two primary mechanisms: axial soil displacement ($z_{\mathrm{s}}$) and pile kinematics. The former plays a dominant role, producing either tensile or compressive axial force depending on the direction of $z_{\mathrm{s}}$, while the kinematically induced component remains consistently tensile. A sliding angle of $\alpha =5°$ represents an approximate transition point where these two effects balance each other. Furthermore, the two mechanisms exhibit distinct mobilization behaviors: $z_{\mathrm{s}}$-induced axial force mobilizes earlier than both bending moment and shear force, whereas kinematically induced axial force mobilizes significantly later. The study reveals two distinct pile–soil interaction mechanisms depending on proximity to the slip surface: away from the slip surface, axial soil resistance is governed by rigid cross-section translation, whereas near the slip surface, rotation-dominated displacement accompanied by soil–pile separation introduces significant complexity in predicting both the magnitude and direction of axial friction. A hyperbolic formulation was adopted to model both the lateral soil resistance relative to lateral pile–soil displacement (p-y behavior) and the axial frictional resistance relative to axial pile–soil displacement (t-z behavior). Soil resistance equations were derived to explicitly incorporate the effects of cross-sectional rotation and pile–soil separation. A novel beam-spring finite element method (BSFEM) that incorporates both geometric and material nonlinearities of the pile behavior was developed, using a soil displacement-driven solution algorithm. Validation against both numerical simulations and field monitoring data from an engineering application demonstrates the model’s effectiveness in capturing the distribution and evolution of axial deformation and axial force in micropiles under varying soil movement conditions.