Finite Element Analysis Of Reinforced Masonry Walls With Constructed Column Based On ABAQUS

Our country is one of the most frequent national earthquake activity around the world. Previous earthquake caused serious damage to property staff. Because of its cheaper cost, easy construction, etc, a large mount of masonry construction will be existed for a long period. Masonry structural damage was particularly severe in the earthquake. So study the failure mechanism of masonry structures, improve the seismic performance of masonry and ductility, which can provide enough time for life.This paper first introduces the masonry construction situation in the earthquake,given priority to with both shear failure and bending failure. The experts at home and abroad in recent years the status of the experiments and analysis of masonry structure are reviewed. Compared and contrast the advantages of bending failure and faults of shear failure,the paper pointed out that bending destruction is an effective way to improve the capacity of masonry walls.Masonry models was designed based on the research purpose. Based on the basis of relevant theories, the model about the the wall shear and flexural bearing capacity of normal section bearing capacity wascalculated theoretically. According to the result of shear span ratio calculation, the loading height of the model was decided.Finite element software ABAQUS was used to build massory wall between windows and ordinary wall modle in accordance Analysis of simulated load curve and skeleton curve, the model size. Destroying process was analysised by model stress cloud. Analysis of simulated load curve and skeleton curve,the following conclusion was getted.1. With the improvement of loading height, two models of the limit bearing capacity decreased slowly. But ductility and energy dissipation capacity later was improved. Increasing the vertical pressure can improve the bearing capacity. If too much stress brittle baroclinic destruction.2. The wall between windows with constructional column and the reinforcement model occured shear failure under the action of horizontal loading and the vertical stress. The ordinary wall was more easily bent or bending shear failure. Walls without bar had brittle shear failure, whose ultimate bearing capacity was under the same condition of reinforced masonry. Because of setting the reduction and reinforced after masonry damaged, the destruction process was greatly delayed.3. Analysis of simulated load curve and skeleton curve, ultimate bearing capacity of the wall model W-1 between the windows is larger than the ordinary wall model Q-1. Ductility performance of Q-1 is better than that of W-1, which illustrate the late plastic deformation energy dissipation ability was good. All this shows that the simulation results of this paper had a certain reference value.