Month: December 2022

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In this research, RBS effective parameters, on the seismic performance of beam-column connections have been investigated. In this study, finite element modelling analyses has been verified with a valid experimental specimen and the results are in good agreement. Ten models were numerically investigated. The investigated parameters are the various No. of IPB sections such as IPB120, IPB160, IPB200, and IPB240, changes in RBS beam cutting length (parameter b), changes in RBS beam cutting depth (parameter c), and changes in RBS beam cutting radius (parameter R). According to the numerical analysis, the moment-rotation curve, as well as the shape and stress distribution of the connection components, are examined for 10 different models. The results show that when the beam reaches the plastic moment area, the moment- rotation curve of the connection location is located in the elastic region. By decreasing the radius of the beam, the strength decreases and the energy dissipation decreases. Further, the results show that increasing parameter b (length of beam cutting), the strength and energy absorption capacity of the beam-column connection slightly decreases which is negligible. Therefore, with increasing parameter b, neither the RBS cutting depth, nor the RBS cutting radius has negative impact and it makes the initiative in executive and operational work to be higher and the executive restrictions to be less. The analysis of the distribution of von Mises stresses indicates the high ability of the beam to be connected with the reduced cross-section in the placement of the plastic joint tends in the reduced area of the beam flange in the area away from the connection.

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Under tension and compression, the wave crest and wave trough plastic zone of corrugated steel plate (CSP) have strong energy dissipation ability, but so far, the research on improving the energy dissipation capacity of building structure is very rare. To investigate behavior of the CSP, twelve models that consist of one to four folds with steel Q345B and Q235B, were simulated by using the finite element method. The numerical parameters varied in these models included geometries and materials of the corrugated steel plates. The results show that the CSP exhibits stable hysteretic behaviors, satisfactory energy dissipation capacities, large deformation and ductility capacity. Moreover, a method for estimating internal forces, yield displacement, yield load and stiffness of the CSP was derived and the derived equations provide reasonable predictions and shows agreement with theoretical values so can be used for future design. Based on the results, the parameter values of CSP that suitable for energy dissipation of building structures were suggested.

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In this paper, the free oscillations of a masonry panel made of unilateral No-Tension material are analysed, by adopting essentially the model proposed by Jacques Heyman. The aim of this analysis is to quantify the role of the elasticity in compression in the geometrically nonlinear dynamical response of Masonry-Like structures. Therefore, two unilateral models are considered: the first model assumes that the material is rigid in compression, the second one that the material is elastic in compression. Different levels of stiffness, in a range that covers realistic values of the Young modulus, are explored and the response of a simple panel subject to a fixed vertical compression and to different initial lateral disturbances are compared in order to estimate the effect of elasticity. As time histories for rigid and elastic panels display, the response of the rigid block is periodic and the response of the elastic block is quasi-periodic. In both cases the oscillation periods are visibly dependent on the amplitude. The periodicity of the elastic panels and its dependence on the amplitude is detectable also in the purely elastic phase, and is due to the physical nonlinearity induced by the unilateral material restrictions. The comparison between rigid and elastic time histories shows the main differences between the rigid and the elastic cases and allows to quantify the accuracy of the rocking-like assumption compared with the “harmonic type” simplification.

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Sudden failure of reinforced concrete or prestressed concrete bridges and viaducts occurred in Italy in the last few years due to brittle failure of Gerber supports subjected to degradation of material such as corrosion of steel bars. The danger of sudden and brittle failure is often due to pitting corrosion, loss of bond in steel bars and concrete crushing. In this paper, the risk of failure of Gerber supports in service condition and at ultimate state under vertical and lateral loads was investigated focusing on the consequences of pitting corrosion and loss of bond in steel bars. A simplified strut-and-tie model was developed to predict flexural response of Gerber supports including effects of corrosion of steel bars, loss of bond and concrete crushing due to the biaxial state of stresses. Several experimental studies regarding the flexural behavior of RC beams with Gerber supports were collected to validate the proposed model. The topic of this research is of particular interest for existing bridges with Gerber supports to be retrofitted or strengthened for seismic verification.

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