Quasi-static Experimental Analysis And Study On Masonry Wall Between Windows With Structural Column

In this paper, the quasi-static anti-seismic study of brick wall between windows has been carried out. This paper belongs to the National Natural Science Foundation, technical difficulties of Shanxi.This paper first introduces the design and preparation of the two test specimens. Design work includes size and reinforcement of two specimen, construction drawing design (which specimen I-TS2is not set isolation joints and I-TB2set this), the displacement and strain gauge measuring points, such as system load to determine the contents. Preparatory work includes the production of top and bottom girder beams, masonry walls and installation of the specimen, displacement meter production and layout, etc. This part analyzed the seismic characteristics about the wall, including processing data and the resulting content hysteresis skeleton curve, energy analysis and reinforced strain. Concluded:shear failure was occurred in the wall between windows of ordinary specimen I-TS2typical, which had poor ductility and was lack of seismic capacity. The wall I-TB2had bending failure. Due to the role of isolation seam, the aspect ratio increases, enhanceed its capability of plastic deformation, good ductility, and it showed good seismic performance.This paper described some basic theory of finite element software ABAQUS.And determined the constitutive relation of the block and concrete brick masonry structure, brick masonry parameters such as elastic modulus, poisson’s ratio. It described the model and modeling process W-1and W-2. Modle W-1and W-2have been loaded on the same condition. As a result, shear failure occurs on W-1, and maximum bearing capacity was higher than that of W-2. W-2bending failure happens, but its ductility and plastic deformation abilitywas superior to W-1. Change the height and vertical load pressure of W-2.Based on the results,it was adviced to be loading height of I-TB2to2200mm and vertical stress should take between0.3-0.5MPa.Under cyclic loading conditions,it was loaded on Modle W-1and W-2. Analysis of the stress nephogram determine shear failure occurs, on W-1,W-2was bending shear failure. Contrast hysteresis curves with skeleton curves of The simulated and experiment.The results showed that curve of I-TS2is closer to the W-1, but curve shape of I-TB2and W-2had big differences. Ultimate load was higher than the experimental values. The two specimens were analysised on the theory shear capacity and flexural capacity. Compare the simulation with the experimentabout the result maximum horizontal shear and ultimate moment. Horizontal load of I-TB2was similar to W-2, their ultimate moment quite different. Bending failure occurred on I-TB2, bending shear failure occurred on W-2.