To investigate the vibration isolation effect of composite vibration isolation walls on surface vibrations in suburban railway deep tunnels under various influencing factors, an integrated numerical model of the train was initially developed. This model solved the wheel-rail interaction force and was applied to a three-dimensional volume coupling model of the track soil. Subsequently, the model's reliability was validated through comparison with measured data. Afterward, the vibration isolation effects of various types of EPS material vibration isolation walls were examined, with a focus on exploring the impact of thickness, material proportion, and relative positioning of the materials within the vibration isolation wall composed of EPS material and concrete. Research indicates that with an increase in the burial depth of a single material vibration isolation wall, its effective vibration isolation frequency range gradually widens. When the burial depth of the vibration isolation wall exceeds the tunnel burial depth, the vibration isolation effect is optimal. Composite vibration isolation walls, with thicknesses smaller than single-material vibration isolation walls, exhibit superior vibration isolation effects compared to their single-material counterparts. The effective vibration isolation frequency band of composite vibration isolation walls differs from that of single-material vibration isolation walls. Using the optimal-size vibration isolation wall of a single material as a composite vibration isolation wall enhances the vibration isolation effect of peak acceleration in the frequency domain by 16.58% and peak velocity by 16.95%. Moreover, frequency domain peak displacement experiences a 30.73% improvement in the vibration isolation effect.

This study aims to explore the optimal driving speed for ground vibration in suburban railway underground sections. We focused on the ground surface of suburban railway underground sections and developed a 3D finite element dynamic coupling model for the tunnel–soil system. Subsequently, considering factors such as train speed and passenger load, we analyzed the propagation characteristics of ground vibration responses in urban railway underground sections. The research results indicate a significant amplification phenomenon in the peak power spectrum of measurement points near the tunnels in underground sections. The high-frequency components of the power spectrum between measurement points are noticeably higher between the two tunnels. Furthermore, as the train speed increases, this amplification phenomenon becomes more pronounced, and the power spectrum of each measurement point mainly concentrates on several frequency bands, with the amplitude of the power spectrum near the prominent frequencies also increasing. However, when the train speed is between 100 and 120 km/h, the impact on the amplitude of the power spectrum at measurement points above the running tunnel is minimal. Additionally, the amplitude of the middle-to-high frequency components in the power spectrum increases with the increase in passenger numbers. The impact on the peak acceleration amplitude at each measurement point is minimal when the train speed is 80 km/h or below. However, once the train speed exceeds 80 km/h, the peak acceleration amplitude above the running tunnel rapidly increases, reaching its maximum value at 113 km/h, and then gradually decreasing.

Train-induced environmental vibrations are a common issue in urban rail transit systems, particularly in suburban railways operating at high speeds, where the impact of these vibrations is more pronounced. This presents significant challenges for urban planners and engineers. Existing research has mainly focused on the impact of single tunnel structures on ground vibrations, with limited understanding of the vibration propagation characteristics of adjacent bidirectional tunnels. To address this gap in knowledge, this study investigates the ground vibration attenuation characteristics induced by train operations in the underground sections of suburban railways, with a focus on the amplification effects of adjacent tunnels on ground vibrations. The results show that the vibrations induced by the trains are concentrated in the 20–50 Hz frequency range and exhibit similar characteristics in all directions. The maximum vertical vibration acceleration and peak acceleration occur directly above the train tunnel. Additionally, adjacent tunnels significantly amplify the maximum peak acceleration at measurement points in directions perpendicular to the track, including both horizontal and vertical directions. Furthermore, the soil within the adjacent tunnels also exhibits amplification of the vertical power spectral amplitude in the 40–100 Hz frequency range. The findings of this study provide new insights into the influence of adjacent bidirectional tunnels on environmental vibrations in suburban railway operations. These results are of significant importance for optimizing railway design and vibration mitigation measures.

Installing vibration isolation walls on both sides of adjacent tunnels in suburban railways can sometimes worsen vibrations between the walls and the source of the vibrations. This study investigates how composite vibration isolation walls affect these vibrations. First, a detailed numerical model of the train-wheel interaction was developed and applied to a 3D track-soil system model, verified for accuracy. The study then explored how single-material vibration walls of different thicknesses amplify vibrations between the walls and the vibration source. It also examined how composite wall material composition and placement affect vibrations in this area. The results showed that using composite vibration walls instead of single-material walls (like EPS) reduced the increase in vibration acceleration and speed at measurement points above the two tunnels. The lowest amplification of peak acceleration at all points (except directly above the tunnel) occurred when C20 concrete was placed closer to the vibration source. For peak velocity, the lowest amplification was found in the central 20-m-wide area between the tunnels when the EPS material was closer to the vibration source. The least amplification of velocity at points directly above the tunnel occurred when C20 concrete was closer to the vibration source. In terms of frequency, choosing the right material ratio for composite vibration walls is essential, as an improper choice can increase the amplification effects.

This study aims to investigate the impact of isolation piles on soil vibrations in the environment surrounding suburban railways. Initially, a comprehensive numerical model of the train was established to simulate the wheel-rail interaction forces, which were then applied to a three-dimensional coupled track-soil model. The accuracy of the model was validated through comparison with measured data. The focus of the research is to analyze the vibration isolation effects of single-row, double-row, and triple-row piles, with particular attention to the influence of pile spacing in double-row piles on isolation effectiveness. The study found that the effectiveness of isolation piles in reducing soil vibration acceleration within a depth range of 0 m to 2 m decreases as the pile spacing increases. When the pile spacing reaches 2 times the pile radius, single-row piles exhibit the best vibration isolation effect. For reducing peak soil acceleration within a depth range of 4 m to 8 m, single-row piles are most effective when the pile spacing exceeds 1 times the pile radius. To attenuate peak soil acceleration at depths greater than 6 m, the pile spacing for single-row and double-row piles should be set at 0.5 times the pile radius, while triple-row piles should have a spacing of 1 times the pile radius. In terms of reducing peak soil velocity, single-row piles demonstrate better vibration isolation effects. To reduce peak velocity in soil at depths greater than 2 m, the pile spacing for single-row and double-row piles should be set at 0.5 times the pile radius, while triple-row piles should be spaced at 1 times the pile radius. For reducing peak soil displacement, single-row piles should be used, with optimal results achieved at a spacing of 1 times the pile radius.