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Seismic rehabilitation using Carbon Fiber Reinforcement Polymer CFRP is more often used worldwide. CFRP jacketing is the most common layout for columns and walls, however installing the CFRP sheet as diagonal ties increase shear capacity to walls instead of jacketing procedures, besides less CFRP materials is used reducing the cost to the retrofit work. It is know that CFRP sheets can be debonded from the concrete or masonry surface causing that the sheets will not develop its tensile capacity. Then CFRP anchors are introduced. It is presented the behavior of CFRP sheets as diagonal ties working even though sliding and CFRP anchors which attach the diagonal ties to concrete base and top of the masonry wall. The diagonal ties work at full tensile capacity even though the debonding and buckling presented under compression forces. CFRP anchors also provided a resistance capacity against sliding.

In several countries, confined masonry structures with handmade bricks were built for common to essential infrastructure. These bricks were made by clay using artisanal ovens; therefore, they have mechanical properties less than seismic codes currently recommend. Many of these buildings are one to three stories and were designed following past design codes or were built without considering any design codes. There is an uncertainty of the strength or ductility for these buildings to resist a severe earthquake event. For this purpose, this study aimed to develop fragility functions as way to estimate and quantify the vulnerability of these structures. This research describes a methodology to find fragility functions based on a nonlinear model with three levels of masonry handmade bricks. Experimental test data was used to validate the proposed model during the calibration process. Incremental dynamic analyses were developed for 11 pairs of seismic records for both orthogonal directions. Fragility functions reported a high probability of collapse for demand levels from a design earthquake to maximum capable earthquake.

Several Peruvian public school buildings have not performed well during earthquakes, with the level of damage varying from cracks in structural elements to the complete collapse of the building. The reasons for the unsatisfactory seismic performance of the buildings include the design codes followed at the time these schools were built, and the lack of professional engineering supervision during the design and construction phases of these schools. This study focuses on a typical school building, selected after performing a survey to public schools in the district of San Juan de Miraflores in the city of Lima, in Peru. The seismic response of the selected building to various ground motions is analysed with nonlinear static and time history analyses. The results indicate that the building does not meet the minimum seismic performance level required by the current Peruvian seismic design provisions.