| In this paper,the content of this paper is based on the bending failure mode of the bearing wall under the strong earthquake action of the multi-layer masonry structure advocated by Professor Zhang Wenfang.That is,the building is damaged by the earthquake action,and the normal section of the wall is cracked and rotated by bending to avoid the occurrence of the shear translational failure.The structural cracks are mainly in the bottom of the wall and can be closed in reverse.In order to make the masonry structure under strong earthquake action,it can not only fail to fall down,but also can be easily repaired or repaired.In this paper,the design,production and installation of the test specimen II-TB1(non reinforced masonry wall)are briefly described.The whole process of the crack development and the final destruction of the specimen is described in detail with the text,data and pictures.The hysteretic curves and skeleton curves obtained after the completion of wall tests are qualitatively analyzed.The finite element software ABAQUS is used to simulate the specimen II-TB1.(1)summarize the research results of masonry structure constitutive relationship of former researchers,and use Dr.Niu Lijun's Masonry plastic constitutive model.The constitutive relation of mortar is introduced in detail,and the definition of mortar interface attribute is introduced.The whole piece of the wall with integrated modeling,the contact relation between the wall and beam with horizontal mortar joint constitutive relation.(2)the unidirectional load of 10 s and the cyclic loading of 20 s are applied to the experimental model respectively.The Mises stress stress cloud map and the minimum main plastic strain cloud map obtained from the results are compared with the test damage process,and the hysteresis curve and skeleton curve of the model are extracted from the calculation results and the hysteresis of the model is separated from the test.The contrastive analysis of the back curve and the skeleton curve.Based on the experimental and simulation results,a further simulation analysis is made,and the dynamic elastoplastic time history comparison of the proposed five storey wall structure with different height is carried out under the large earthquake.(1)according to the structural basic period obtained by modal analysis,two natural waves and one artificial wave were selected for the analysis and application of the model.(2)according to the calculation results,the maximum interstorey drift angle and minimum principal strain nephogram of the three seismic waves are compared and analyzed.A masonry building with three layers is built.(1)two finite element models of three layers are established.The first is that there is no reinforced masonry structure with no structural columns,and the model two is a masonry structure with insufficient structural columns,and the concrete plastic damage model is used in both the masonry walls and the structural columns in the model.(2)using two natural waves and one artificial wave,the finite element simulation analysis of the two models is carried out on the basis of the seismic code amplitude modulation.The crack position of the wall is judged by the tensile damage cloud of the structure,the damage degree of the wall is judged by the tensile damage parameter value,and the interlayer displacement angle of the two models is compared and analyzed.The influence of constructional column on the structure of reinforced concrete masonry structure under large earthquake is discussed. |
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