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\n\u03b1\u03c1\u03bc\u03ce\u03bd \u03ba\u03bf\u03bd\u03b9\u03ac\u03bc\u03b1\u03c4\u03bf\u03c2 \u03c3\u03b5 \u03b5\u03c6\u03b5\u03bb\u03ba\u03c5\u03c3\u03bc\u03cc \u03ba\u03b1\u03b9 \u03b4\u03b9\u03ac\u03c4\u03bc\u03b7\u03c3\u03b7. \u03a4\u03b1 \u03c5\u03c0\u03bf\u03bb\u03bf\u03b3\u03b9\u03c3\u03c4\u03b9\u03ba\u03ac \u03c0\u03c1\u03bf\u03c3\u03bf\u03bc\u03bf\u03b9\u03ce\u03bc\u03b1\u03c4\u03b1 \u03ad\u03c7\u03bf\u03c5\u03bd
\n\u03c7\u03c1\u03b7\u03c3\u03b9\u03bc\u03bf\u03c0\u03bf\u03b9\u03b7\u03b8\u03b5\u03af \u03c3\u03b5 \u03c0\u03b1\u03c1\u03b1\u03bc\u03b5\u03c4\u03c1\u03b9\u03ba\u03ad\u03c2 \u03bc\u03b5\u03bb\u03ad\u03c4\u03b5\u03c2 \u03b3\u03b9\u03b1 \u03c4\u03b7\u03bd \u03b5\u03ba\u03c4\u03af\u03bc\u03b7\u03c3\u03b7 \u03c4\u03b7\u03c2 \u03b5\u03c0\u03af\u03b4\u03c1\u03b1\u03c3\u03b7\u03c2 \u03c4\u03c9\u03bd \u03b9\u03b4\u03b9\u03bf\u03c4\u03ae\u03c4\u03c9\u03bd \u03c4\u03c9\u03bd \u03c5\u03bb\u03b9\u03ba\u03ce\u03bd,
\n\u03c4\u03c9\u03bd \u03bb\u03b5\u03c0\u03c4\u03bf\u03bc\u03b5\u03c1\u03b5\u03b9\u03ce\u03bd \u03c3\u03c7\u03b5\u03b4\u03af\u03b1\u03c3\u03b7\u03c2 \u03ba\u03b1\u03b9 \u03c4\u03c9\u03bd \u03b3\u03b5\u03c9\u03bc\u03b5\u03c4\u03c1\u03b9\u03ba\u03ce\u03bd \u03b4\u03b9\u03b1\u03c3\u03c4\u03ac\u03c3\u03b5\u03c9\u03bd. \u0391\u03c5\u03c4\u03ad\u03c2 \u03bf\u03b9 \u03bc\u03b5\u03bb\u03ad\u03c4\u03b5\u03c2 \u03bf\u03b4\u03ae\u03b3\u03b7\u03c3\u03b1\u03bd \u03c3\u03c4\u03b7\u03bd
\n\u03b1\u03bd\u03ac\u03c0\u03c4\u03c5\u03be\u03b7 \u03bc\u03b9\u03b1\u03c2 \u03b1\u03c0\u03bb\u03bf\u03c0\u03bf\u03b9\u03b7\u03bc\u03ad\u03bd\u03b7\u03c2 \u03b1\u03bd\u03b1\u03bb\u03c5\u03c4\u03b9\u03ba\u03ae\u03c2 \u03bc\u03b5\u03b8\u03cc\u03b4\u03bf\u03c5 \u03c0\u03bf\u03c5 \u03ad\u03c7\u03b5\u03b9 \u03c5\u03b9\u03bf\u03b8\u03b5\u03c4\u03b7\u03b8\u03b5\u03af \u03b1\u03c0\u03cc \u03c4\u03bf\u03bd ASCE 41, \u03ba\u03b1\u03b8\u03ce\u03c2 \u03ba\u03b1\u03b9
\n\u03bc\u03b9\u03b1\u03c2 \u03bd\u03ad\u03b1\u03c2 \u03c0\u03c1\u03bf\u03c3\u03ad\u03b3\u03b3\u03b9\u03c3\u03b7\u03c2 \u03c0\u03c1\u03bf\u03c3\u03bf\u03bc\u03bf\u03af\u03c9\u03c3\u03b7\u03c2 \u03c4\u03b7\u03c2 \u03bc\u03b7 \u03b3\u03c1\u03b1\u03bc\u03bc\u03b9\u03ba\u03ae\u03c2 \u03c3\u03c5\u03bc\u03c0\u03b5\u03c1\u03b9\u03c6\u03bf\u03c1\u03ac\u03c2 \u03c4\u03c9\u03bd \u03c0\u03bf\u03bb\u03c5\u03ce\u03c1\u03bf\u03c6\u03c9\u03bd \u03ba\u03c4\u03b7\u03c1\u03af\u03c9\u03bd. \u039f\u03b9
\n\u03c0\u03c1\u03bf\u03c4\u03b5\u03b9\u03bd\u03cc\u03bc\u03b5\u03bd\u03b5\u03c2 \u03bc\u03ad\u03b8\u03bf\u03b4\u03bf\u03b9 \u03c0\u03c1\u03bf\u03c3\u03bf\u03bc\u03bf\u03af\u03c9\u03c3\u03b7\u03c2 \u03ad\u03c7\u03bf\u03c5\u03bd \u03b1\u03be\u03b9\u03bf\u03bb\u03bf\u03b3\u03b7\u03b8\u03b5\u03af \u03bc\u03b5 \u03b4\u03b5\u03b4\u03bf\u03bc\u03ad\u03bd\u03b1 \u03b1\u03c0\u03cc \u03b5\u03c1\u03b3\u03b1\u03c3\u03c4\u03b7\u03c1\u03b9\u03b1\u03ba\u03ad\u03c2 \u03b4\u03bf\u03ba\u03b9\u03bc\u03ad\u03c2,
\n\u03c4\u03b9\u03c2 \u03ba\u03b1\u03c4\u03b1\u03b3\u03c1\u03b1\u03c6\u03ad\u03c2 \u03b1\u03c0\u03cc \u03c4\u03bf \u03ba\u03c4\u03ae\u03c1\u03b9\u03bf \u03c3\u03c4\u03bf El Centro \u03ba\u03b1\u03b9 \u03ba\u03c4\u03ae\u03c1\u03b9\u03b1 \u03bc\u03b5 \u03b2\u03bb\u03ac\u03b2\u03b5\u03c2, \u03b7 \u03b4\u03c5\u03bd\u03b1\u03bc\u03b9\u03ba\u03ae \u03b1\u03c0\u03cc\u03ba\u03c1\u03b9\u03c3\u03b7 \u03c4\u03c9\u03bd \u03bf\u03c0\u03bf\u03af\u03c9\u03bd
\n\u03ba\u03b1\u03c4\u03b1\u03b3\u03c1\u03ac\u03c6\u03b7\u03ba\u03b5 \u03b1\u03c0\u03cc \u03b5\u03c0\u03b9\u03c4\u03b1\u03c7\u03c5\u03bd\u03c3\u03b9\u03cc\u03bc\u03b5\u03c4\u03c1\u03b1 \u03bc\u03b5\u03c4\u03ac \u03c4\u03bf\u03c5\u03c2 \u03c3\u03b5\u03b9\u03c3\u03bc\u03bf\u03cd\u03c2 \u03c4\u03bf\u03c5 \u039d\u03b5\u03c0\u03ac\u03bb \u03c4\u03bf 2015.<\/p>\n
\nAssessing the seismic performance of infilled RC frames is a challenging task due to the variety and complexity of
\nthe possible failure mechanisms which can develop as a result of the interaction of the masonry infill with the
\nbounding frame. This presentation will address this intricate issue experimentally, numerically, and analytically.
\nThe experiments involve quasi-static tests of single-bay infilled frames, shake-table tests of a large-scale, three-
\nstory, two-bay frame, as well the nonlinear dynamic tests of an actual building in El Centro, California. The
\nexperimental data have been used to validate a nonlinear finite element modelling approach which combines the
\nsmeared and discrete-crack approaches to capture the frame-infill interaction, the shear and flexural failure of RC
\nmembers, and the mixed-mode fracture of mortar joints. The validated models have been used in parametric
\nstudies to evaluate the effect of material properties, design details, and geometric configurations. These studies
\nhave led to the development of a simplified analytical method for practicing engineers, as well as a novel
\nmodelling approach for the simulation of the nonlinear behaviour of actual multi-story buildings. The proposed
\nmodelling approaches have been validated with data from laboratory tests, as well the building in El Centro, and
\ndamaged structures instrumented following the 2015 Nepal earthquakes.<\/p>\n","protected":false},"excerpt":{"rendered":"