PSI - Issue 84

Alessandro Lipari et al. / Procedia Structural Integrity 84 (2026) 1087–1094

1094

S45N1Auc using hand calculation methods resulted in low values and, for some of the studied calculation methods, the flexural capacity turned out to govern over the shear capacity (Lu et al., 2024). Finally, it is noted that both experiments and calculations show only small differences for the 30° skewed specimens with different reinforcement arrangements. However, the “N” specimen exhibits a slightly greater failure load, whereas the calculations predict a slightly greater resistance for the “O” specimen. 6. Conclusions This paper compares the new Eurocode 2 approach for the shear resistance of members without shear reinforcement with experiments of skewed slabs subjected to a single concentrated load that failed in shear. It is found that the new Eurocode 2 approach leads to conservative estimates when compared to experiments, except for the most skewed 45° specimen. For all specimens, the shear capacity is governed by the minimum shear stress resistance; however, when such a minimum resistance value is disregarded, an expected correlation between shear capacity and slab skewness is found. Furthermore, the direction of the maximum principal moment aligns well with the skew angle for all experiments, whereas the direction of the maximum principal shear force does not always align equally well; however, this does not affect calculations significantly and supports the use of a control section parallel to the support line, which also allows for shear force averaging. Further research on the influence of reinforcement yielding on the results and further analysis of the 3D DIC measurements obtained in the experiments are needed to understand the behavior of highly skewed slabs in shear, as well as the effects of different reinforcement orientations. However, for typical skew angles used in reinforced concrete slab bridges (roughly up to 30°), the Eurocode 2 provisions can be safely applied. For larger skew angles, it appears prudent to disregard the provision on the minimum shear stress resistance. Acknowledgements The authors wish to express their gratitude and sincere appreciation to the Dutch Ministry of Infrastructure and the Environment (Rijkswaterstaat) for financing the experiments and gratefully acknowledge the contributions of Albert Bosman and Ake Blom to the laboratory experiments. References Cope, R. J., 1985. Flexural shear failure of reinforced concrete slab bridges. Proceedings of the Institution of Civil Engineers, Part 2 79, 559-583. European Committee for Standardization 2004. Eurocode 2: Design of concrete structures. Part 1-1: General rules and rules for building. CEN, Brussels. European Committee for Standardization 2023. Eurocode 2 - Design of concrete structures. Part 1-1: General rules and rules for building, bridges and civil engineering structures. CEN, Brussels. International Federation for Concrete Structures 2023. fib Model Code for Concrete Structures (2020). International Federation for Sructural Concrete (fib), Lausanne. Lantsoght, E. O. L., De Boer, A., Van der Veen, C., 2017. Levels of Approximation for the shear assessment of reinforced concrete slab bridges. Structural Concrete 18, 143-152. Lantsoght, E. O. L., van der Veen, C., de Boer, A., Walraven, J. C., 2014. Influence of Width on Shear Capacity of Reinforced Concrete Members. ACI Structural Journal 111(6), 1441-1450. Lipari, A., 2020. A comparative study of shear design methods for straight and skew concrete slabs. Engineering Structures 208, 1-16. Lipari, A., 2025. The shear design and assessment of skew reinforced concrete slabs in the new Eurocode 2. Engineering Structures 343, 120393. Lu, J., Yang, Y., Lantsoght, E. O. L. 2022. Preparation report for skewed slab test. Delft University of Technology. Lu, J., Yang, Y., Lantsoght, E. O. L. 2024. Analysis report of skewed slab test. Delft University of Technology. Muttoni, A., Fernández Ruiz, M., 2008. Shear Strength of Members without Transverse Reinforcement as Function of Critical Shear Crack Width. ACI Structural Journal 105, 163-172. Muttoni, A., Fernández Ruiz, M., Cavagnis, F., Simões, J. T. 2023. Background document to clauses 8.2.1 and 8.2.2 - Shear in members without shear reinforcement. Background Document for FprEN 1992-1-1. CEN. Nemetschek SCIA 2025. SCIA helpfile release 25.0.4009.64. Pacoste, C., Plos, M., Johansson, M. 2012. Recommendations for finite element analysis for the design of reinforced concrete slabs. KTH Stockholm. Rombach, G. A., 2011. Finite element design of concrete structures , ICE Publishing, London.