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A general methodology for the earthquake resistant design and rehabilitation of damaged masonry historical structures is presented. The whole process is illustrated through a case study: The rehabilitation of Zoodohos Pigi Holy Temple in Athens; a structure that suffered extensive damage during the September 1999 Athens earthquake. The procedures followed in the design, together with a description of the actions taken for the rehabilitation of the Temple and its strengthening against future earthquake actions, are reported.

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The most crucial parameters that affect the response as well as the design of Steel Moment Frame (SMF) Reduced Beam Section (RBS) connections are discussed. After a brief historical background concerning the development of RBS connections, according to the reviewed literature these highly interdependent parameters are: (a) connection strength, (b) RBS profiles/sizing and location, (c) stiffness of beam, moment frame and connection, (d) use of deep columns and associated instability phenomena, (e) existence of composite floor slabs/lateral bracing, (f) strength and ductility of the column panel zone-beam instability, (g) connection type and (h) column axis orientation. Their effect on the design and the seismic performance of RBS connections is presented and recommendations, for future research required, in order to fully implement and refine the RBS concept in European Standards and Practices, are given.

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In this work, a new constitutive model of the behavior of shape-memory alloys is presented, based on earlier models, showing a very good agreement with the existing experimental results. A simple approximate application concerning the use of these alloys modelled as dissipation devices in a special truss-moment frame is demonstrated. The results obtained are considered sufficiently encouraging as a motivation for the ongoing work.

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