Debonding and crack propagation in cracked steel beams strengthened with CFRP and subjected to cyclic loads.

The reinforcement methods used to restore or increase the bearing capacity of metal structures are based on the application of steel plates to be bolted or welded to the original structure, which can cause problems to the integrity of the original structure. These difficulties can be overcome with the introduction of fiber-reinforced composite materials. FRPs are characterized by high strength to weight ratio, and they are very resistant to corrosion. In this dissertation a cracked steel I-beam reinforced with Carbon Fiber-Reinforced Polymer will be studied by performing a numerical evaluation of the structure with the commercial Finite Element Method software ABAQUS. The crack propagation will be computed using XFEM, while the debonding of the reinforcement layer will be found by considering a cohesive contact interface between the beam and the CFRP plate. The results will show the efficiency of the strengthening method in increasing the load carrying capacity of the cracked beam, and in reducing the crack opening of the initial notch.

Longitudinal bar buckling behavior

Reinforced concrete columns might fail because of buckling of the longitudinal reinforcing bar when exposed to earthquake motions. Depending on the hoop stiffness and the length-over-diameter ratio, the instability can be local (in between two subsequent hoops) or global (the buckling length comprises several hoop spacings). To get insight into the topic, an extensive literary research of 19 existing models has been carried out including different approaches and assumptions which yield different results. Finite element fiberanalysis was carried out to study the local buckling behavior with varying length-over-diameter and initial imperfection-over-diameter ratios. The comparison of the analytical results with some experimental results shows good agreement before the post buckling behavior undergoes large deformation. Furthermore, different global buckling analysis cases were run considering the influence of different parameters; for certain hoop stiffnesses and length-over-diameter ratios local buckling was encountered. A parametric study yields an adimensional critical stress in function of a stiffness ratio characterized by the reinforcement configuration. Colonne in cemento armato possono collassare per via dell’instabilità dell’armatura longitudinale se sottoposte all’azione di un sisma. In funzione della rigidezza dei ferri trasversali e del rapporto lunghezza d’inflessione-diametro, l’instabilità può essere locale (fra due staffe adiacenti) o globale (la lunghezza d’instabilità comprende alcune staffe). Per introdurre alla materia, è proposta un’esauriente ricerca bibliografica di 19 modelli esistenti che include approcci e ipotesi differenti che portano a risultati distinti. Tramite un’analisi a fibre e elementi finiti si è studiata l’instabilità locale con vari rapporti lunghezza d’inflessione-diametro e imperfezione iniziale-diametro. Il confronto dei risultati analitici con quelli sperimentali mostra una buona coincidenza fino al raggiungimento di grandi spostamenti. Inoltre, il caso d’instabilità globale è stato simulato valutando l’influenza di vari parametri; per certe configurazioni di rigidezza delle staffe e lunghezza d’inflessione-diametro si hanno ottenuto casi di instabilità locale. Uno studio parametrico ha permesso di ottenere un carico critico adimensionale in funzione del rapporto di rigidezza dato dalle caratteristiche dell’armatura.

On the characterization of the mechanical behaviour of bonded steel-CFRP adhesive joints

The use of adhesively bonded carbon fiber reinforced polymers (CFRP) is well established to repair metallic structural elements in the aerospace industry for more than three decades. Despite a few exceptions, this technology has yet not been exploited for the steel construction industry where there is a great need to rehabilitate old metallic bridges. For instance, in Europe more than 30% of the railway bridge stock operated for more than 100 years. These bridges are made of old mild steel or puddle iron that exhibits poor behaviour due to the quality of the material itself and degradation caused by the long-term loading or environmental effects. The modest results for Steel/CFRP joints obtained may be due to the type of adhesive used. In fact, most of the previous studies utilized brittle adhesives specially developed for concrete structures. Recent ductile adhesives that made for the automotive industry for metallic joints should be more appropriate. In this study, an experimental investigation on the behaviour of CFRP/steel adhesively bonded joints is presented. A comparison between brittle adhesives and ductile adhesives is conducted. The results show that the ductile adhesives achieve much higher performance than the brittle ones. The brittle adhesives provide more stiffness to the adhesive joint. In the specimens with the ductile adhesives, the failure pattern started by yielding the steel bars first then the adhesive joint which is promising since it can facilitate the design significantly if the steel yielding can be used as a design criterion. The main disadvantage of ductile adhesives is they are usually more expensive than brittle ones. In order to solve this issue, bi-adhesive joints, in which the joint is mainly made of (low cost) brittle adhesive and ductile adhesive in the stress concentration region, are proposed. The results revealed very high improvement up to the yielding strength of the steel bars and with a balanced stiffness.

Comparison of the seismic performances of a steel frame building equipped with different geometrical configurations of Crescent Shaped Braces

The Crescent Shaped Brace (CSB) is a new simple steel hysteretic device proposed to be used as an enhanced diagonal brace in framed structures. The CSB allows the practical designer to choose the lateral stiffness independently from the yield strength of the device, due to its peculiar ad-hoc shape. In the present thesis, a complete study referring to different CSB configurations has been presented. After the validation of the hysteretic capacities of the Crescent Shaped Braces, the seismic concept of the "enhanced first story isolation" system has been proposed within the PBSD. It relies on the total separation between the Vertical Resisting System (VRS) and the Horizontal Resisting System (HRS) in order to attain a certain objective curve of the structure. An applicative example has been studied following this concept and exploiting the advantages of the CSBs as seismic dissipative devices used for the HRS. Then several geometrical configurations called Single CSB system, Single 2 CSB system, Double CSB system, Coupled CSB system, Coupled with high length CSB system, and the final one was Cross bracing system have been introduced and modelled with SAP2000 and the results have been compared.