In this paper, we presented a methodology for efficient and accurate modeling of water losses in hydraulic tunnels under inside internal water pressure, based on multiple linear regression (MLR). The methodology encompasses all steps needed to obtain an adequate mathematical relation between total water losses and relevant measurements in the tunnel, such as reservoir water level, piezometric levels, concrete and water temperatures, size of cracks, etc. Once the data are preprocessed and input variables were chosen, correlation analysis and PCA (principal component analysis) reduction were performed in order to obtain the pool of regression functions. Through an iterative process, according to stepwise regression principles, the most adequate MLR model in terms of accuracy and complexity was chosen. The methodology presented has been validated in modeling water losses in the hydraulic tunnel under the pressure of PSHPP “Bajina Bašta” in the Republic of Serbia. The obtained results have shown significantly better accuracy compared to the results published by other authors, proving that the developed model can be used as a powerful tool in future analyses of tunnel losses and remediation planning.

In this paper, we focused on the advancement of Dam Monitoring Software that incorporates the Finite Element Method (FEM), as these large infrastructure constructions are crucial for ensuring a dependable water supply, irrigation, flood control, renewable electric energy generation, and safe operation, which is of utmost importance to any country. However, the material properties and geotechnical environments of dams can change (deteriorate) over time, while the standards and legal norms that govern them become more and more rigorous, so in order to accurately assess the state of a dam and detect any concerning behavior, the software must be updated as well. The custom-developed FEM solver, unlike many commercial alternatives, is adaptable and can be reconfigured to function within a Dam Monitoring System. In this paper, we present the procedure for interpolating numerical values at measurement points, when the position of the measurement point does not align with the node of the element, allowing for additional instrument locations to be added to the monitored system without the need for remeshing the numerical model. This procedure is used to compare the actual pore pressures and temperature values of the concrete dam structure with the prediction of the numerical model, and the agreement is much greater with the new interpolation algorithm in comparison to the nearest nodal values, with the average relative difference for pore pressure reduced from 8.89% to 8.10%, justifying this implementation.

Monitoring data provide valuable information on embankment dam behavior but are typically not integrated into a classical probabilistic safety assessment. This paper introduces a Bayesian-inspired methodology to directly integrate actual dam monitoring records into a Monte Carlo probabilistic safety assessment using a finite element framework, without recalibrating the original input parameters ‘distributions. After the baseline (unweighted) set of simulations is generated, the method assigns a weight coefficient to each simulation outcome based on the likelihood of matching monitoring data, effectively updating the baseline probabilistic analysis results. Therefore, such “weighted” analysis produces an updated probability distribution of the dam’s factor of safety (FS) that reflects both prior uncertainty of model parameters and actual monitoring data. To illustrate the approach, a case study of a rockfill triaxial test specimen is analyzed: a baseline probabilistic analysis yields a mean FS ~1.7, whereas the weighted analysis incorporating monitoring data reduces the mean FS to ~1.5 and narrows the variability. The weighted analysis suggests less favorable conditions than the baseline projections. This methodology offers a transparent, computationally tractable route for embedding monitoring evidence into reliability calculations, producing more reflective safety estimates of actual dam behavior.

Tunnelling in urban conditions is often met with demanding criteria for surface settlement control, the limitation which is arising from the fact that most of the urban area is occupied by structures which are sensitive to deformations, such as buildings, roads, communal infrastructure etc. Another important necessity in any project is to deliver the project in shortest amount of time possible. Temporary occupation of public areas for construction sites and traffic congestions alleviate social pressure which further emphasizes these requirements. If planned correctly, TBM technology promises to deliver on these requirements more readily than conventional tunnelling techniques. In this paper a Case study of Belgrade's double tube traffic tunnels is presented, in which project design went through significant conceptual transition, led by the designer's idea to change the technology of excavation from conventional to TBM, as well as to adjust the project in multiple ways to accommodate for this major turn of tides. Most notable historic background of the project is presented. Geotechnical profile of tunnels and data are shown and calculations for both TBM and conventional variants are presented and discussed.

Precise control of face pressure is essential in shield TBM tunneling to limit surface settlements and ensure the stability of surrounding structures, particularly in densely built-up urban environments. This study focuses on determining the optimal shield TBM face pressure for the specific geotechnical conditions of Phase 1, Line 1 of the Belgrade Metro, along the section from Bele Vode Station to Trgovačka Station. Three-dimensional numerical models, developed using a staged construction approach, realistically simulate sequential excavation, shield advancement, and segment installation, while incorporating representative ground properties and structural characteristics. A sensitivity analysis is conducted by systematically varying face pressure values to assess their influence on the magnitude and distribution of surface settlements. The results identify an optimal face pressure range that minimizes surface settlements while maintaining excavation stability. These findings provide practical guidance for shield TBM operation in urban tunneling, contributing to more effective settlement control and improved risk mitigation in shallow urban tunnel construction.