Mario D’Aniello

Field Testing of All-Steel Buckling-Restrained Braces Applied to a Damaged Reinforced Concrete Building

AbstractThis paper reports the results of full-scale inelastic cyclic static tests of all-steel dismountable buckling restrained braces (BRBs) applied to an existing damaged reinforced concrete (RC) building. The two concepts set as the design targets for the prototype BRBs were to minimize interference with the functions and aesthetics of the existing building and to use an all-steel dismountable solution to allow for inspection of the yielding core after earthquakes. Two masonry infill panels (typical in RC buildings) were used to hide the braces and satisfy the first objective. Specially designed steel built-up shapes with bolted connections were used to satisfy the second objective. The design criteria and procedure adopted for the retrofitting design are first described, and a description of the BRB specimens and the experimental results follows.

Nonlinear Performance of Extended Stiffened End Plate Bolted Beam-to-column Joints Subjected to Column Removal

This paper presents a numerical study on the behavior of extended stiffened end plate bolted beam-to-column joints subjected to sudden column removal. To this aim, finite element analyses, validated against experimental tests available from literature, were carried out to investigate the response of the joints under catenary action. The influence of additional bolt rows, generally ineffective in case of design for pure bending response, was also examined and some practical design implications have been drawn up from the parametric study.

Ultimate Performance of External End-plate Bolted Joints Under Column Loss Scenario Accounting for the Influence of the Transverse Beam

Received: October 01, 2017 Revised: November 01, 2017 Accepted: December 01, 2017 Abstract: Background: Steel beam-to-column joints are generally designed and analysed considering the response parame-ters in their main bending plane, disregarding the influence of the connections and the related beams in the transverse direction. However, the 3D response of the joint can be influenced by the presence of the transverse beams in the case of column loss scenario.

Investigation on Friction Features of Dissipative Lap Shear Connections by Means of Experimental and Numerical Tests

RESEARCH ARTICLE Investigation on Friction Features of Dissipative Lap Shear Connections by Means of Experimental and Numerical Tests Mariana Zimbru, Mario D’Aniello, Attilio De Martino, Massimo Latour, Gianvittorio Rizzano and Vincenzo Piluso Department of Structures for Engineering and Architecture, University of Naples Federico II, Napoli, Italy Department of Civil Engineering, University of Salerno, Fisciano, Italy

Finite Element Simulations on the Tensile Resistance of Bolted End-Plate Connections with Tubular Members

RESEARCH ARTICLE Finite Element Simulations on the Tensile Resistance of Bolted EndPlate Connections with Tubular Members Maël Couchaux, Mario D’Aniello, Lucia Falciano, Beatrice Faggiano, Mohammed Hjiaj and Raffaele Landolfo Department of Structures for Engineering and Architecture, University of Naples Federico II, Napoli, Italy Laboratoire de Génie Civil et Génie Mécanique, Institut national des sciences appliquées de Rennes, Rennes, France

Comparison Between Different Design Strategies For Freedam Frames: Push-Overs and Ida Analyses

Modern seismic code design rules are known to be based on capacity design principles. They try to assure the damage to occur in the ductile parts of the structure, such as beam ends while the other have to remain in elastic range. Therefore, in the aftermath of design earthquakes, plastic deformations at member or connection level will imply high repair costs. In the last decades, innovative structural solutions based on the so-called supplementary energy dissipation strategy allow increasing the dissipative capacity of structures through equipping it with special damping devices. In the case of substitution of dissipative zones with dissipative devices the strategy takes the name of substitutive strategy. This is the case of Moment Resisting Frames investigated in this paper, where traditional dissipa-tive zones, are equipped with innovative low damage frictional devices. However, the current version of codes does not provide any rules to design of MRFs equipped with this type of friction joints.

Implications of Structural Model on the Design of Steel Moment Resisting Frames

Conclusion: Accounting for the joint deformability in MRFs is important even for the cases with connection stiffness (kb) larger than 25 times the beam stiffness where EN1993-1-8 allows neglecting the model of the connection stiffness. Indeed, the comparison of cases with kb ≥ 25 between the models with and without the connection deformability show that of αcr can decrease from 5% to 16%, depending on the refinement of the modelling assumptions. This decrease also lead to higher second order effects and thus to higher design forces but also the overall stiffness of the frame is overestimated.

Nonlinear Behaviour, Design and Analysis of Steel Structures: Recent Findings and New Trends for the Next Generation of European Design Standards

In Europe, Eurocodes are the set of standards for structural design, integrating all specific National experiences and research outputs. However, about ten years have elapsed since the official issue of these codes. Within this last decade, European codes for structural design have been extensively used by designers and practitioners, thus showing the lacks and fallacies in the application of some requirements and confirming the need to update the codes. On the other hand, prolific research activities have been carried out in different fields of structural design introducing a number of novel results on different topics. In line with that, the CEN Technical Committee, called CEN/TC 250 ‘Structural Eurocodes’, and specific sub-committee working groups (SC/WG) made up of renown experts have been organized to work on each and/or new additional Eurocode within a six year program of work to develop the next generation of European standards for structural design, which should be ended within 2020 with the aim to embrace new technologies and future market needs.