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Articles by Theodoros Rousakis
Performance-Based Damage Quantification and Hazard Intensity Measures for Vertical Forest Systems on RC Buildings
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Machine Learning Ensemble Methodologies for the Prediction of the Failure Mode of Reinforced Concrete Beam-Column Joints
All articles published by MDPI are made immediately available worldwide under an open access license. No special permission is required to reuse all or part of the article published by MDPI, including figures and tables. For articles published under an open access Creative Common CC BY license, any part of the article may be reused without permission provided that the original article is clearly cited. For more information, please refer to https://www.mdpi.com/openaccess.
Failure Mode Prediction of Unreinforced Masonry (URM) Walls Retrofitted with Cementitious Textile Reinforced Mortar (TRM)
4. Results To examine the models’ accuracy within realistic ranges, a criterion of 25% convergence to the experimental observations was chosen. This means that the predictions do not over or underestimate the shear capacities, and hence, failure mode type. The simple algorithm shown in Figure 5 is followed to categorize the kind of failure mode of every prediction calculated using the models’ equations.
Materials | Free Full-Text | Seismic Tests of Full Scale Reinforced Concrete T Joints with Light External Continuous Composite Rope Strengthening-Joint Deterioration and Failure Assessment
1. Introduction The mechanical performance of reinforced concrete (RC) beam–column connection subsystems is very critical for the overall seismic-resistant performance of the structure. the ideal desired response is for the RC joint to remain in the elastic region and plastic hinges to form at both ends of the beams. Therefore, protection of the RC joints against detrimental damage accumulation is most crucial, together with the protection of the columns.
Performance of Steel Bar Lap Splices at the Base of Seismic Resistant Reinforced Concrete Columns Retrofitted with FRPs—3D Finite Element Analysis
4.2.2. Stress along the Lap Splice Length Melek et al. [107] carried out experimental tests on six RC columns with short lap splices (20 dbL = 508 mm = 0.78 lb,min). They placed strain gauges to monitor the strain histories of the lap-spliced bars (Figure 8a), which recorded at about 3% lateral drift when most of them were damaged due to the damage to the columns. They expected a triangular strain distribution before bond deterioration (Figure 8b).
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