Problem. Construction of houses, structures, and road embankments in conditions of dense urban development requires taking into account the mutual influence of settlements of the foundations of nearby houses and structures on the stress-strain state (hereinafter referred to as the SSS) of each other. The problem is that the settlements of foundations, taking into account their mutual influence, are determined using the scheme of joint calculation of the SSS of the system "base - foundations - buildings structures" (hereinafter referred to as BFBS) and boundary and finite element techniques, may differ significantly from those calculated using the methodology of Ukrainian state building codes (hereinafter referred to as DBN). At the same time, the "corner points" method recommended in DBN V.2.1-10-2018 and DBN V.2.1-10-2010 for determining foundation settlements, taking into account their mutual influence, can be used only when using a separate calculation scheme. In addition, the "corner point method" is incorrect (or completely impossible) with different depths of the footing of neighboring foundations. Therefore, there is a problem of jointly calculating the SSS of the BFBS system with the use of the methods recommended in the DBN for determining foundation settlements. The research materials presented in this article are aimed at solving this problem. Methodology: Two models of BFBS were developed to conduct numerical analysis using the iteration process and the application of the finite element method technique. The first model is a flat frame on separate foundations, and the second is two slab foundations located next to each other. When performing calculations, real (first model) and actual (second model) characteristics of the underlying soils and materials from which the foundations and buildings. Also, to substantiate the convergence criterion of the iteration process, the method of mathematical induction was applied. Originality. For the first time, it was possible to substantiate the conditions for the convergence of the iteration process when determining the SSS of the BFBS system for several buildings located on separate and (or) slab foundations. Practical value. The convergence criteria for the iteration process in determining the VAT of the BFBS system were obtained. This allowed us to solve the problem of determining the mutual influence of several neighboring foundations and structures located on them on each other's SSS, provided that the foundation settlements are determined using the DBN method, and the forces and deformations in the foundations and buildings structures are determined using the theory of elasticity.

Emergency mitigation strategies for the settlement of in-service pile foundations in Permafrost Regions: Application of artificial ground freezing

Closure to “Monitoring and Data Analyses of Pressure Changes and Ground Settlements Induced by Slurry TBM Tunneling in a Semiconfined Aquifer: Case Study in the Netherlands”

Discussion of “Monitoring and Data Analyses of Pressure Changes and Ground Settlements Induced by Slurry TBM Tunneling in a Semiconfined Aquifer: Case Study in the Netherlands”

Bayesian Updating of Serviceability Reliability for Maximum Ground Settlement Induced by Braced Excavations Using Multiple Empirical Models

Theoretical Model of Ground Settlement Induced by Shield Tunneling in Composite Strata

Abstract Liquefaction of sandy soil under seismic loading is a serious hazard to infrastructure due to excessive ground deformation and bearing strength loss. Various ground improvement techniques have been attempted to address the issue, of which encased stone columns ( ESC ) have recently shown great promise. While stone columns ( SCs ) provide drainage and reinforcement, adding a geosynthetic encasement contributes lateral support and potentially seismic performance. This study employs 2D finite element modeling with PLAXIS 2D and the UBC3D-PLM model to predict the performance of ESC in liquefaction mitigation. It is validated with laboratory experiments and simulation of three cases: without SC , with SC , and with ESC . The performance of the three is compared based on the excess pore water pressure ratio ( r u ), excess pore water pressure ( EPP ), settlement, and effective stresses. The 1940 El Centro earthquake was utilized as input motion to simulate dynamic conditions. Parameters such as column spacing, diameter, permeability, and encasement stiffness are considered. The results indicate that ESCs improve the soil response significantly during seismic loading. ESCs decrease the EPP buildup to less than in other cases and lower ground settlement than SC due to encasement. Reducing spacing-to-diameter ( s/d ) values and higher permeability enhance drainage and induce faster pore pressure dissipation. ESCs also increase effective stress and aid in managing vertical and lateral deformations. Therefore, the results illustrate the performance of ESCs in improving ground stability and liquefaction resistance during earthquakes.

The bearing capacity of piles in soil is determined by both the mechanical properties of the soil and the method of pile installation. The widespread implementation of pile foundations in offshore oil and gas field development has highlighted significant deficiencies in the current domestic scientific, methodological, and regulatory approaches for evaluating pile–soil interaction. This study addresses the key issues and limitations in calculating bearing capacity for commonly used drilled-in and precast piles. For combined drilled-in piles, the existing methodology inaccurately assumes that the hydrostatic pressure exerted by the cement slurry on the borehole walls remains unchanged after hardening, leading to erroneous estimations. In the case of precast metal piles, the use of standardized regulatory tables results in substantial discrepancies compared to actual performance, particularly at depths exceeding 35 m, where these methods become completely inapplicable. Furthermore, the dynamic method outlined in building regulations—used to predict the bearing capacity of short precast piles driven using mechanical or hydraulic hammers in offshore environments—produces results with unacceptable margins of error. This method is also unsuitable for longer piles due to its inherent limitations. The root causes of the limitations in existing methods for evaluating the load-bearing capacity of pile foundations have been systematically investigated. Based on this analysis, the theoretical framework for a new calculation methodology has been developed. By integrating comprehensive laboratory data, a revised approach is proposed that significantly enhances the reliability and accuracy of the estimated bearing capacity, ensuring closer alignment with actual field performance. The bearing capacity and settlement of pile foundations for offshore hydraulic structures were computed and analyzed with consideration of the soil’s plastic deformation behavior.

In the field of geoengineering, predicting foundation settlement is a critical topic. Traditional settlement prediction methods struggle to accurately reflect settlement under complex geological conditions. This study combines cone penetration test (CPT) data and collects data from 46 different geoengineering sites from the literature. Gradient Boosting Decision Tree (GBDT), Extreme Gradient Boosting (XGBoost), Deep Neural Network (DNN), Support Vector Machine (SVM), and Random Forest (RF) models are individually established, and an ensemble model is proposed to predict shallow foundation settlement St. The results show that the proposed ensemble model exhibits the best predictive performance, providing a reference for practical engineering projects. The predictions of the optimal model are compared with those of single models and traditional methods, and the uncertainty of model predictions is quantified using Monte Carlo Simulation (MCS). Sensitivity analyses are conducted using feature importance analysis and SHAP methods to assess the influence of input parameters on the prediction results. Finally, Generative Adversarial Networks (GANs) are introduced to generate new data to validate the generalization capability of the model.

Buildings crossing active faults often suffer severe damage due to fault dislocation during direct-type urban earthquakes. This study employs physical model tests to systematically investigate the dynamic response mechanisms of the integrated “surface rupture zone–overburden–foundation–superstructure” system subjected to bedrock dislocation. A testing apparatus capable of simulating reverse faults with adjustable dip angles (45° and 70°) was developed. Using both sand and clay as representative overburden materials, the experiments simulated the processes of surface rupture evolution, foundation deformation, and structural response under varying fault dislocation magnitudes. Results indicate that the fault rupture pattern is governed by the bedrock dislocation magnitude, soil type, and fault dip angle. The failure process can be categorized into three distinct stages: initial rupture, rupture propagation, and rupture penetration. The severity and progression of structural damage are primarily determined by the building’s location relative to the fault trace. Structures located entirely on the hanging wall exhibited tilting angles that remained below the specified code limit throughout the dislocation process, demonstrating behavior dominated by rigid-body translation. In contrast, buildings crossing the fault exceeded this limit even at low dislocation levels, developing significant tilt and strain concentration due to differential foundation settlement. The most severe damage occurred in high-angle dip sand sites, where the maximum structural tilt reached 5.5°. This research elucidates the phased evolution of seismic damage in straddle-fault structures, providing experimental evidence and theoretical support for the seismic design of buildings in near-fault regions. The principal theoretical and methodological contributions are (1) developing a systematic “fault–soil–structure” testing methodology that reveals the propagation of fault dislocation through the system; (2) clarifying the distinct failure mechanisms between straddle-fault and hanging-wall structures, providing a quantitative basis for targeted seismic design; and (3) quantifying the controlling influence of fault dip angle and soil type combinations on structural damage severity, identifying high-angle dip sand sites as the most critical scenario.

The presence of adjacent tall buildings significantly affects the mechanical response of water-rich strata during metro station excavations. This study focuses on the deep construction pit excavation project of the Houhu Fourth Road Metro Station on Wuhan Metro Line 12. The deformation of the retaining structure and the surface settlement behind the wall obtained from field monitoring data are analyzed. Finite difference numerical simulations are conducted to investigate the responses of water-bearing strata adjacent to tall buildings during the excavation process of the construction pit. The numerical simulation results show that during the excavation process, the maximum deformation of the diaphragm wall is approximately 25.1 mm. It occurs at the position where the wall is buried 28 m deep. The maximum value of ground settlement is approximately 11.9 mm. Furthermore, an empirical formula for predicting the ground settlement under the influence of adjacent buildings and construction pit excavation—applicable to water-bearing sandy strata with conditions similar to those of the Houhu Fourth Road Metro Station—is proposed. The results, derived from the Houhu Fourth Road Metro Station case, demonstrate that the ground surface settlement profile in its water-bearing sandy stratum is significantly altered due to groundwater seepage and the additional loads from nearby buildings. The settlement predicted by the empirical formula shows good agreement with both measured and simulated data: the correlation coefficient (R2) between the predicted values and measured data is above 0.92.

Urban underground pipeline aging and leakage can result in soil erosion and ground collapse, constituting a major threat to urban public safety. To investigate this disaster mechanism, this present study established a two-dimensional numerical model based on the computational fluid dynamics–discrete element method (CFD–DEM) two-way fluid–solid coupling approach, simulating and reproducing the entire process from soil erosion, soil arch evolution to ground collapse caused by underground pipeline leakage in water-rich sand layers. The simulation shows that under the action of seepage pressures, soil particles are eroded and lost, forming a cavity above the pipeline defect. As soil continues to be lost, the disturbed zone expands toward the ground surface, causing ground settlement, and in water-rich sand layers, a funnel-shaped sinkhole is eventually formed. The ground collapse process is closely related to the groundwater level and the thickness of the overlying soil layer above the pipeline. Rising groundwater levels reduce the effective stress and shear strength of the soil, significantly exacerbating seepage erosion. Increasing the thickness of the overlying soil layer can enhance the confining pressure, improve soil compactness, and promote the formation of soil stress arch, thereby effectively slowing down the rate of ground collapse. This study reproduces the process of ground collapse numerically and reveals the mechanism of ground collapse induced by underground pipeline leakage in water-rich sand layers.

The research evaluates the influence of load eccentricity on square shallow foundation behavior when embedded in dry sandy soil at a relative density of soil =30% with and without skirts. Laboratory model tests analyzed a 10 × 10 cm foundation under one central load condition (E/B = 0, where E is the load eccentricity and B is the foundation width) and three eccentric load conditions (E/B = 0.04, 0.08, and 0.16). Three skirt lengths were examined: 0.5B, 1B, and 1.5B. The results showed that skirted foundations significantly enhanced bearing capacity and reduced settlement compared to unskirted ones. The maximum improvement in bearing capacity occurred under central loading with a skirt length of 1.5B, where the Bearing Capacity Ratio (BCR) reached 4.4 times. Under the highest eccentricity (E/B = 0.16), the BCR decreased to 3.95 times. Settlement was also effectively reduced, with the Settlement Reduction Factor (SRF) reaching 0.921 under central loading and remaining as high as 0.85 under eccentric loading. The results confirm that skirted foundations improve the bearing capacity and reduce settlement of shallow foundations on sandy soils under both central and eccentric loads.

Study on ground deformation and settlement caused by the construction of pipe jacking tunnel in multi-layer strata

Subway operations generate loads that can cause uneven soil settlement around tunnels, impacting the safety of subway train operations. Existing research often simplifies the analysis of subway loads and modeling, which does not accurately reflect the variations in passenger flow and the changing characteristics of the surrounding soil. To address this, our study employs data mining methods to analyze patterns in subway passenger flow, categorizing it into four operational conditions: full-load, high-load, medium-load, and low-load periods. Based on these categories, we developed a differential settlement prediction model that takes into account variations in passenger flow at both the tunnel location and its symmetry center. Our findings indicate: (1) In twin tunnels, the displacement at the symmetry center of the tunnels is 41.49% of that beneath the tunnel itself, with a notable 84% difference in tunnel displacement between full-load and low-load periods. It is crucial in long-term foundation settlement studies to consider the settlement at the symmetry center and the impact of fluctuating passenger flows on subway loads. (2) The accuracy of the differential prediction model, which incorporates passenger flow variability, surpasses that of traditional models, making it suitable for long-term settlement studies of subway tunnels. (3) After twenty years of operation on Shanghai Metro Line 1, the settlements caused by metro operations under the tunnel and at the symmetry center are 20.73 millimeters and 7.20 millimeters, respectively. These settlements are primarily due to cumulative plastic strain, which progresses more rapidly in the first five years and occurs mostly within 10 m below the tunnel.

This article presents an example of a rigid structure (building foundation). The foundation subsoil consists of stiff soils (clays). Geotechnical parameters in this case were determined based on the interpretation of both laboratory and dilatometer (DMT) tests. Classical statistical analysis was used to determine the calculation parameters. The calculation of foundation settlements and their validation resulted in the proposal of a new empirical relationship for determining the compressibility modulus, based on the Marchetti dilatometer (DMT) test. The proposed relationships enable the use of DMT tests in geotechnical design to a greater extent than before. Furthermore, these relationships are more appropriate for conditions encountered in Poland.

Deep excavations in soft soils present complex geotechnical challenges, particularly in maintaining stability during the construction process. The low shear strength and high compressibility of these soils often lead to failure mechanisms that require careful analysis. This study introduces a novel Stiffened Deep Soil Mixing retaining wall system with connectors (SDSMC) for deep excavations in soft clay. Using 3D finite element analysis, the performance of the SDSMC wall was evaluated under varying steel column profile orientations, profile sizes (HEA 100, 200, and 300), and connector configurations. Results show 66% reduction in lateral displacement and 64% reduction in ground settlement compared to conventional Deep Soil Mixing walls. Superior performance was achieved when the strong axis of the HEA (H-beam European standard, series A) section was oriented perpendicular to the lateral earth pressure (X-orientation) and with larger profiles (HEA 300). Strategic connector placement, particularly with two connectors positioned at the top and bottom of the steel column, enhanced wall performance by up to 30%. The findings validate the SDSMC system as a cost-effective, robust, and sustainable alternative for urban deep excavations in soft clay conditions, further experimental validation is recommended to confirm its performance under realistic field conditions and to account for factors such as interface behavior, construction tolerances, and long-term soil-structure interaction.

Sveti Stefan, a tiny Montenegrin island with a rich historical and cultural background, remains underexplored in academic research. Considering its physicality (shaped by nature and human intervention), circumstances that determined and directed its development (its settlement foundation from a seized Turkish treasure, its role as a small capital for surrounding villages, its gradual abandonment, its radical transformation into a luxury hotel), and its social structure (the original islanders later replaced by seasonal tourists), the paper investigates the islandness of Sveti Stefan, acknowledging both its literal and metaphorical meanings. Through a case study and literature analysis, combining theorization on islands and islandness with documentation on Sveti Stefan, this research explores the change of islandness of a particular place over time, as well as the contradictory nature of different manifestations of islandness, depending on external circumstances. The differentiation between general islandness and particular islandness—the former is seen as a shared potential among islands, the latter as a time-bound collection of qualities specific to each island—tends to reconcile the opposing sides of islandness manifestations and justify their coexistence. Susceptible to further change and redefinition, the islandness of Sveti Stefan represents a collection of every particular islandness that has manifested through time as an accomplished expression of general islandness.

Abstract Accurate and rapid prediction of deep excavation deformation is crucial for construction safety and environmental protection. Traditional finite element analysis is time‐consuming, while single‐objective optimization (SOO) tends to cause parameter compensation effects. This paper proposes a deep learning and multi‐objective optimization (MOO) approach for excavation deformation prediction. A triple‐attention convolutional network (TACN) is constructed to capture the complex interactions among soil parameters, deformation locations, and excavation stages. Integrating the proposed TACN, a TACN‐MOO optimization framework is established to perform rapid parameter identification and deformation prediction by simultaneously considering wall deflection and ground settlement. Validation through a Shanghai excavation project shows: (1) TACN effectively captures nonlinear soil‐deformation relationships with higher accuracy than convolutional neural network models; (2) the MOO framework effectively mitigates parameter compensation effects while reducing computation time from 8+ h to 1–2 min; (3) engineering applications demonstrate that the method achieves high accuracy in wall deflection prediction and good agreement in settlement estimation with excellent transferability. This research provides an efficient and reliable technical framework for intelligent prediction and dynamic control of deep excavation deformation.

The study was conducted to evaluate the potential liquefaction and foundation settlement in the supporting soils of the University of Southeastern Philippines Obrero Campus buildings. The Philippines is prone to ground shaking or earthquakes caused by fault movement or volcanic activity, and it has recently experienced destructive earthquakes with magnitudes ranging from 6.1 to 7.3. Making an evaluation of the effects of seismic events is a useful tool for developing risk-reduction strategies and will expand current knowledge of how high-magnitude earthquakes will affect the supporting soils of the buildings. In this study, data were collected from the USeP Physical Development Division (PDD) and utilized a descriptive quantitative non-experimental design to evaluate the supporting soils of the buildings. The techniques offered by Youd and Idriss (2001) and Liu (1995) were used to evaluate the potential liquefaction and foundation settlement in the buildings. The study showed that the Administrative, Graduate School, and TBI buildings are prone to liquefaction and eventual foundation settlement for earthquake magnitudes 7, 8, and 9, whereas the Engineering Laboratory and Arts and Sciences have some liquefaction-safe depths.