Consequences of failure of offshore wind turbines (OWTs) is in general lower than consequences of failure of, e.g., oil & gas platforms. It is reasonable that lower fatigue design factors can be applied for fatigue design of OWTs when compared to other fixed offshore structures. Calibration of appropriate partial safety factors/Fatigue Design Factors (FDF) for steel substructures for OWTs is the scope of this paper. A reliability-based approach is used and a probabilistic model has been developed, where design and limit state equations are established for fatigue failure. The strength and load uncertainties are described by stochastic variables. SN and fracture mechanics approaches are considered for to model the fatigue life. Further, both linear and bi-linear SN-curves are formulated and various approximations are investigated. The acceptable reliability level for fatigue failure of OWTs is discussed and results are presented for calibrated optimal fatigue design factors. Further, the influence of inspections is considered in order to extend and maintain a given target safety level.

In this paper, an approach is proposed to obtain fragility curves of reinforced concrete structures which can accumulate damage due to inelastic behavior when they are exposed to seismic load sequences in a given instant of time. The cumulative damage caused by earthquakes is quantified considering the maximum drift. This study is mainly focused on the stochastic uncertainty and variability of seismic occurrence, which are considered the main sources that can influence the performance of the structural system. The approach is validated with the help of a numerical study using a reinforced concrete continuous bridge considering the effect of cumulative damage given by seismic sequences for different time instants of 0, 50, 100, 150 and 200 years, after bridge construction. The bridge is located in the transition part of the soil in Mexico City. Different drift thresholds are studied to evaluate the probability of being exceeded. The proposed approach demonstrates the importance of considering the effect of cumulative damage under seismic sequences. In addition, it is assumed that it could be possible to design bridge structures that develop a certain pre-established drift threshold.

Se propone la inclusión de perfiles de PET pretensados como fibras de refuerzo en elementos estructurales. Los perfiles de PET se colocan en una matriz de fibra unidireccional y bidireccional pretensada ligeramente que podría tener ventajas en miembros estructurales hechos de concreto en algunas aplicaciones especificas, por ejemplo, soporte estructural para barreras de seguridad vial. Una máquina universal se usa para probar perfiles de PET con diferentes anchos, nudos e incluso otras condiciones. Se elige el perfil de PET deseado y la mezcla de concreto se diseña según el codigo ACI. Los perfiles de PET pretensados se incluyen en moldes de madera con forma de vigas y, posteriormente, se estima la resistencia a la flexión. Finalmente, se presentan los resultados de las pruebas experimentales para perfiles de PET como refuerzo estructural de vigas hechas de concreto bajo flexión pura. Finalmente, se usa un modelo probabilístico para estimar la contribución de PET en términos de excedencia del módulo de ruptura.

Frame buildings are prone to cracking because of their deformation by normal and extreme events such as temperature and earthquakes. Even though the crack widths are limited in the structural design, a cracked cover reduces the corrosion protection of reinforcing steel. Therefore, the load capacity of structures can be compromised prematurely. This paper aims to evaluate the flexo-compressive strength of deteriorated reinforced concrete (RC) elements in the corrosion process. To that end, a methodology to calculate the residual strength capacity was proposed, considering the influences of crack widths and cover width on the corrosion level—structure age relation of RC elements. The strength deteriorations caused by the concrete cracking and the steel corrosion were incorporated according to structure age. The residual strength was studied using parametric analyses, whose variables were the crack width, the cover width, the rebar diameter, and the structure age. The results showed that the cracked frame elements reduced their serviceability life by up to 62%, although their crack widths were within range recommended by the design codes (lesser than 0.30 mm). In 25 years, the corrosion effects reduce the element strength by up to 44%. This is due to the corrosion protection provided by the cracked cover becomes insignificant, reducing the initiation time. Thus, considering the corrosion deterioration can prevent strength overestimations up to 1.46 times. Additionally, according to their current state, the proposed methodology provides a practical estimation of flexo-compressive strength in corroded RC elements.

Corrosion is a phenomenon that significantly impacts the durability of reinforced concrete (RC) structures, particularly in highly corrosive environments like coastal regions. The existing numerical modelling often relies on complex approaches that are impractical for structural assessment. For this reason, this study proposes a simplified numerical modelling approach to simulate the cyclic behaviour of existing RC framed structures with corrosion levels (η) below 25%. The proposed modelling employs concentrated plasticity hinges for beams and fiber sections for columns, incorporating corrosion-induced degradation through modified backbone curves and material properties based on the corrosion level of the structural element. The modelling approach was validated against experimental results from the literature; the proposed model adequately captures hysteretic energy, lateral load, and deformation capacities, with maximum errors of 11% for maximum lateral load, 12% for ultimate load, and 33% for dissipated energy in RC frames. For isolated columns, the errors were 11, 12, and 22%, respectively. In addition, a maximum difference of 7% was found in the lateral load capacity of the corroded frames associated with the Life Safety limit state. Finally, it was concluded that the proposed methodology is suitable for representing the cyclic behaviour of corroded RC columns and frames and provides engineers with a tool to evaluate the behaviour of corroded structures without resorting to complex models.

Coastal regions in Mexico face significant exposure to hydrometeorological hazards, often resulting in severe flooding and socioeconomic disruption. This study assesses the hydrometeorological resilience of the Veracruz–Boca del Río Conurbation (VBC), a region comprising two coastal municipalities with shared hazard exposure despite distinct governance structures. The hydrometeorological resilience evaluation employs the City Resilience Index (CRI), developed by Bahena which integrates the Technical Resilience Index (TRI) and the Technical Profile of Resilience (TPR) across nine hierarchical indicators. Results reveal moderate resilience levels—59.83% for Veracruz and 58.32% for Boca del Río—with Disaster Risk Reduction Plans and Vital Services indicators as the strongest contributors, while Risk Assessments and Budget Allocation for Emergency Response indicators scored lowest due to limited municipal data. These findings highlight the need for enhanced data transparency, institutional coordination, and resource allocation in disaster management. Beyond its local significance, this study advances the global understanding of resilience assessment frameworks in data-scarce contexts, offering insights applicable to similar regions worldwide. As the first hydrometeorological resilience assessment for the VBC, this research provides a methodological and empirical foundation for future studies and informs targeted resilience strategies for Mexico’s coastal urban areas.