In this paper, the results of an experimental programme aimed at analyzing different types of testing in plane seismic response of masonry walls, are presented. A series of six identical masonry walls with dimensions 100/100/30 cm (length/height/thickness), built from modern hollow clay masonry units and thin layer mortar in bed joints was tested by subjecting the walls to cyclic lateral load. Walls were tested using three different boundary conditions. The first one is cantilever type with only prescribed lateral displacements at the free end. The second one has fixed rotations and vertical displacements at both ends, while the third one has fixed rotations at both ends and fixed (constant) vertical compressive load. The response and failure mechanism as well as limit states, deformation and resistance capacities are presented and compared
B.03 Paper at an international scientific conference
COBISS.SI-ID: 1915495The seismic behaviour of typical residential confined masonry buildings constructed with aerated autoclaved concrete (AAC) blocks has been investigated. Two three- and one four-story models, constructed at 1:4 scale, have been tested by subjecting them to a simulated earthquake ground motion ona simple uni-directional seismic simulator. The floor plan of all models wasthe same, with symmetric distribution of walls along the shorter axis and slight asymmetry along the longer one. Lightweight prefabricated joists with AAC fillings without concrete topping represented the floor structures in the case of the three-storey model M1, whereas reinforced concrete slabs have beencast in the case of the three-storey model M2 and four-story model M3. Bond beams have been provided at all floor levels and tie columns have been installed at all corners, wall intersections and along openings. The models have been instrumented with accelerometers and displacement transducers, placed in the middle and at the corners of the floor slabs at each floor level, and subjected to a series of excitations with increased intensity of motion in each successive test run. The acceleration record of the Montenegro earthquake of 1979 with peak ground acceleration of 0.43 g has been used to drive the simulator. Whereas models M2 and M3 have been tested by subjecting them to seismic motion in the direction of the long axis, model M1 has been tested orthogonal to it. In all cases, typical shear type behaviour has been observed, with diagonally oriented cracks in the walls in the first story determining the failure mechanism. All models exhibited good seismic behaviour, with resistance and energy dissipation capacity exceeding the expected values. On the basis of test results, the correlation between the damage and storey drift at characteristic limit states has been analyzed and the values of typical design parameters, such as displacement capacity and structural behaviour factor, have been evaluated.
B.03 Paper at an international scientific conference
COBISS.SI-ID: 1686887