The study is based on a section of the Zhengzhou Metro Line 8 quasi-rectangular shield tunnel. Field excavation trials were conducted to analyze the surface settlement patterns caused by the construction of a large-section quasi-rectangular shield tunnel in the rich water sand layer in Zhengzhou. Based on the characteristics of the rich water sand layer, ground settlement control measures were proposed. The research findings show that the surface settlement caused by the construction of the large-section quasi-rectangular shield tunnel in the rich water sand layer exhibits a temporal curve pattern of slow settlement (Stage I: pre-arrival of the shield), rapid settlement (Stage II: shield passage, Stage III: shield tail exiting 14.4 ~ 18 m), and stable settlement (Stage IV: late settlement). In Stage I, controlling the excavation rate to maintain balance between the cutter face pressure and soil pressure is effective. In Stage II, injecting lubricating mud between the shell and the sand layer to reduce soil friction and shear slip is recommended. In Stage III, increasing the synchronous grouting volume at the shield tail and adjusting grouting pressure, as well as timely filling the shield tail construction gap, are effective methods to reduce surface settlement. The Peck formula was used to fit the transverse settlement trough on the surface, with a linear correlation coefficient R²=0.983, validating the use of the Peck formula to predict surface settlement troughs for quasi-rectangular shield tunneling in the rich water sand layer. These research findings can provide data support and reference for similar projects.

In the construction of the metro, the development and operation of large‐scale underground space in the city cause the construction of metro tunnels near the original underground structures, and the complex environment for passing structures at close range has increased significantly. Comparing the actual load data of the actual project with the data obtained with the proposed new method, it is proved that the predicted load range corresponds essentially to the measured average curve of the project, which is commonly used with the experimental load formula. Subsequently, the load calculation method is used to guide the construction of the composite base of the protective cutting pile of one of the Zhengzhou metro lines under the existing masonry structure. Based on the existing building damage grade evaluation standards, the professional house inspection agency checked the intersection of the tunnel and the building space and realized that the main structure of the house during the tunnel construction process would be still safe; thereby, Zhenghe Community Building 1# can be used normally after partial repairs.

Based on the shield cutting pile–soil composite foundation project of Zhengzhou Metro Line 5, numerical analysis was employed to replicate the in situ experimental conditions on site. The study focused on investigating the impact of shield cutting piles on the settlement of pile–soil composite foundation and analyzing the sensitivity of shield construction parameters, face pressure (P), and grouting pressure (Q). Comparing the numerical analysis results of land surface subsidence with field in situ test monitoring results reveals a consistent pattern, validating the rationality of the numerical modeling method presented in this paper. The results demonstrate that the vertical displacement of the formation caused by shield cutting pile construction can be divided into settlement and uplift areas. The region with significant formation displacement settlement spans within 0.9D (5.4 m above the tunnel vault), whereas the area with pronounced formation displacement uplift ranges within 0.58D (3.5 m below the tunnel arch bottom). The influence of face pressure (P) on the bearing characteristics of the composite foundation primarily occurs during the prepile cutting stage, whereas the influence of grouting pressure (Q) on the bearing characteristics of the composite foundation mainly manifests after the shield tail separates from the residual pile of the composite foundation.

The shield tunneling method is widely used in urban subway construction. However, as the layer stress state changes during shield tunnel construction, layer displacement and surface deformation occur accordingly. This study tries to investigate the settlement and deformation of the masonry structure in shield cutting the composite foundation of group piles in a shield tunnel project at Zhengzhou Metro Line 5. To understand the distribution characteristics and changing rules of building settlement during the process of shield cutting group piles composite foundation passing through the masonry structure, a thorough analysis of the ground surface settlement and building settlement, including on‐site measured, was conducted. The results show that piles go down through a composite foundation during shield cutting. The cumulative maximum settlement and maximum differential settlement of the masonry structure were concentrated at the intersection of the tunnel axis and the building. The longitudinal distribution of the cumulative settlement of the south and north wall of the masonry structure changes continuously with the change of the position of the shield excavation surface. That behavior may cause the building to be tilted and deformed and cause the structure to undergo rigid rotation and twisting deformation. Based on the composite pile foundation project of the Shield Tunnel Cutting Group in a specific section of Zhengzhou Metro Line 5, this paper analyzes the surface settlement and foundation settlement data of the building caused by the construction of the shield. It obtains the changes of the surface settlement and the settlement of the foundation of the building. No other changes have been made to the existing cracks in the external walls of the building. At the same time, because of the low angle between the longitudinal axis of the masonry structure and the tunnel axis (22°) and the positive effect of the ring beam and column of the structure in the building, it is clear that the construction of this project has little effect on the upper building, thus showing improved control.