Attilio De Martino

Restoration Through a Traditional Intervention of a Historic Unreinforced Masonry Building “Palazzo Scarpa” in Naples

A challenging retrofit intervention, through traditional methodology, on an existing unreinforced masonry building “Palazzo Scarpa” is illustrated. Especially challenging was the complete substitution of the two storeys of two existing longitudinal walls, each long 20m, for a total of 30 piers, by leaving in place the three upper storeys due to need of not evacuate the 36 families living in the building. The diagnosis phase demonstrated an unacceptable low value of the safety factor of the structure under gravity loads. Vertical cracking in several walls, due to compression stresses, confirmed this worrying safety condition of the masonry structure. The paper demonstrates the feasibility (technical and economical) of very traditional intervention, completely based on real mechanical insertions: the substitution walls and the mechanical steel ties. In 2007, the interventions illustrated in this study won the first prize of Sisto Mastrodicasa award on restoration and strengthening of buildings.

Remarks on Seismic Design Rules of EC8 for Inverted-V CBFs

Chevron concentrically braced frames (C-CBFs) are expected to provide limited ductility in the framework of Eurocode 8: differently from North American codes, lower values of behavior factors are recommended by EN 1998 for C-CBFs than for other concentric bracing configurations (namely diagonal and cross bracings). The research presented in this paper is aimed at revising the design rules and requirements provided for by EN 1998-1 for C-CBFs in order to improve the ductility and the dissipative capacity of this structural system. The proposed design criteria are validated by means of nonlinear dynamic analyses performed on a study case. The results confirm the effectiveness of developed design procedure.

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

Experimental Tests on Extended Stiffened End-Plate Joints within Equal Joints Project

Bolted extended stiffened end-plate beam-to-column joints are commonly used for steel moment resisting frames in seismic areas. In the framework of European codes, EN 1993:1-8 provides the design rules and the analytical models to predict the mechanical behavior of the joints. On the other hand, EN 1998-1 specifies the required performance for seismic resistant joints. Within EQUALJOINTS project design rules have been developed and experimental tests were carried out to seismically prequalify extended stiffened end-plate joints. In this paper the proposed design rules are discussed and results of the experimental tests are described.