Miguel Fernández Ruiz

Biography

Miguel Fernández Ruiz was born in Spain in 1977. He obtained his diploma in Civil Engineering from the Polytechnical University of Madrid (Spain) in 2001 and was awarded that year as best student in Civil Engineering in Spain. He later performed his doctoral studies in the same University, and obtained his PhD (cum laude) in 2003. At the same time he performed his doctoral studies, he also developed a part-time (75%) career in the industry as consultant engineer specialized in composite structures.

In 2004 he joined the team of Prof. Aurelio Muttoni at EPFL as post-doctoral fellow, where he was later promoted as scientist and lecturer. In 2014 he is promoted as Senior Scientist at EPFL. Currently, he works part-time (70%) at EPFL, developing also a professional career as partner of a consulting firm specialized in structural design.

Official source

https://people.epfl.ch/miguel.fernandezruiz

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Anchorage of shear reinforcement, such as links or stirrups, can be performed by providing hooks, bends or heads at their ends, by welding transverse reinforcement or by closing open stirrups with pins. Hooks and bends, also used to enhance the anchorage of flexural reinforcement at the end regions of beams and slabs, have often been preferred because of their simple and cost-effective production. Such anchorages present nevertheless several peculiarities that shall be accounted for. They are relatively sensitive to their detailing (mandrel diameter, length of the tail segment between bar end and bent region) as well as to the cracking state of the surrounding concrete. Also, brittle failures can occur due to spalling of the concrete cover in case of bars near to a free surface. The anchorage with hooks and bends is currently still widely designed according to old detailing rules, based on the results of tests performed in many cases with materials whose properties are significantly different than those of nowadays. Also, no mechanical models are available for a consistent verification and detailing, acknowledging the different potential failure modes and their interaction with the surrounding concrete. In an effort to provide a consistent approach to its design and verification, this paper presents an investigation addressed at understanding the mechanical response and performance of bend and hook anchorages. To that aim, the results of an experimental programme performed with state-of-the-art instrumentation are introduced. By means of analysis of Digital Image Correlation and Fibre-Optic Measurements, the complete transfer of forces is analysed under different circumstances. On that basis, a consistent mechanical model is developed and validated, also reproducing a large variety of tests found in the literature. The paper introduces eventually several practical considerations on the activation of shear reinforcement in beams, and the level of performance required at its anchorages.

ELSEVIER SCI LTD2022

Characterization of shear deformations in reinforced concrete members without shear reinforcement

Raffaele Cantone, Miguel Fernández Ruiz, Aurelio Muttoni, Andri Setiawan

The load-carrying capacity of many reinforced concrete structures is governed by shear failures, occurring before reaching the flexural capacity of the member. For redundant systems, such as slabs subjected to concentrated loads, local shear failures (typically initiated at locations with highest shear forces) can however occur after redistributions of internal forces due to the propagation of the shear cracks. Such process can depend upon the development of shear strains and the softening response of the member and can be stable or unstable. A suitable understanding and modelling of the complete shear response of reinforced concrete, including its deformations both for its pre-and post-peak branches, is thus instrumental for a consistent and comprehensive analysis of the shear response and strength of redundant elements.Such topic has received little attention in the past and analyses of redistributions of internal forces in concrete structures are often performed on the basis of refined flexural models, but coarse considerations for shear strains (typically elastic laws). This situation is a consequence of the lack of consistent experimental measurements on the shear deformations of reinforced members both before and after reaching the maximum shear capacity. Currently, however, the advent of refined measurements techniques such as Digital Image Correlation allows for an accurate tracking of the shear strains and for a fundamental understanding of its development. In this paper, taking advantage of such techniques, a comprehensive approach for determining the shear strains and their distribution across the depth of a section is presented. This approach allows reproducing accurately the development of shear strains and to predict the load-carrying capacity of redundant systems. The model is validated with selected test data and is considered as an effort to contribute to future numerical implementations of reinforced concrete shell models with realistic out-of-plane responses.

ELSEVIER SCI LTD2022

Considerations on the partial safety factor format for reinforced concrete structures accounting for multiple failure modes

Miguel Fernández Ruiz, Aurelio Muttoni, Qianhui Yu

The increasing usage of nonlinear analyses for the design of reinforced concrete structures and the necessity of codes of practice to provide a consistent safety format for them is one of the challenges that new generations of codes of practice are facing. Suitable safety formats shall thus account for the peculiarities of nonlinear analysis, such as the possibility of having multiple potential failure modes. In this paper, the applicability of the classical Partial Safety Factor Format (PSFF) for the resistance of reinforced concrete structures (composed of two safety factors: gamma C for concrete compressive strength and gamma S for reinforcement yield strength) is investigated accounting for the possibility of multiple failure modes in nonlinear analysis. In addition, the similarities between nonlinear analysis and typical simple cases in the design of structural concrete are shown. Reliability analysis is performed for the design resistance of concrete structures according to PSFF under different design situations (crosssectional resistance or load-bearing capacity of structural elements and of simple structural systems). The results show that the PSFF applied to material strength variables leads to a satisfactory level of reliability, independently of the development of different failure modes induced by material uncertainties in nonlinear analysis. In addition, it is also observed that the simplification of integrating geometrical and model uncertainties into the partial safety factors for material strength variables can potentially underestimate their influence on the structural reliability in some cases. The case studies shows that occurrence of multiple failure modes can result into significantly different distribution characteristics between the tail and most probable region of the resistance of concrete structures. Attention should also be paid to a proper tail approximation of the probability distribution of the resistance when calibrating safety formats for concrete structures.

ELSEVIER SCI LTD2022

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ELSEVIER SCI LTD2022

Characterization of shear deformations in reinforced concrete members without shear reinforcement

Raffaele Cantone, Miguel Fernández Ruiz, Aurelio Muttoni, Andri Setiawan

ELSEVIER SCI LTD2022

Considerations on the partial safety factor format for reinforced concrete structures accounting for multiple failure modes

Miguel Fernández Ruiz, Aurelio Muttoni, Qianhui Yu

ELSEVIER SCI LTD2022