| This combined with the existing experimental data, using PKPM-SATWE softwareframework on the bottom of the upper structure of reinforced masonry structures weredynamic performance analysis. By changing the strength grade steel, concrete strength,fortification intensity and structural analysis of floor layers and other conditions causedby changes in the dynamic characteristics, the bottom frame reinforced masonrystructures provide the basis for seismic design.1, A finite element analysis modelThrough the bottom frame of reinforced concrete block masonry broken ringcriteria constitutive material discussed issues such as expounded structural finiteelement analysis of the basic theory, the bottom frame reinforced masonry shear wallfinite element analysis of the overall model.2,15-storey house for dynamic response analysis of performanceMasonry use PKPM Software function modules for15-storey frame structure forthe upper part of the underlying block masonry structure residential building model,using a software analysis PKPM-SATWE seismic shear layers, moment, floordisplacement such variation and the elastic time history analysis to study the seismicperformance of the prototype house, draw reinforced masonry structure has betterductility and energy dissipation capacity and other advantages.3,The bottom frame multi-parameter analysis of reinforced masonry15layers on the bottom of the upper frame structure is reinforced masonrystructures based on the finite element analysis, multi-parameter analysis, the use ofmasonry PKPM software function modules were set up13floors,17-layer model; inthe original15-story structure on the basis of concrete strength grade C35into thebottom frame structure consists of C45, the upper block masonry structure consists ofC30into C40; steel frame structure underlying strength grade beams, walls into theHRB400HRB335, column by the HRB500becomes HRB400, upper reinforced blockmasonry walls, columns, beams reinforced category consists of HRB400into HRB335;build fortification from6degrees (0.5g) into seven degrees (1.0g). Use PKPM-SATWEsoftware after changing the parameters of the seismic response of buildings force, shearforce, vibration-die state, floor displacement and the elastic dynamic time-historyanalysis were compared. The results showed that:1) changes in the structure of concrete strength greater impact, improve concrete strength grade emperor directionand the direction of the floor of the maximum displacement times lower as comparedwith the original15-story building was reduced by1.3%,20.0%, primary andsecondary story drift direction were lower, the bottom shear, moment increased, thepeak horizontal acceleration of major and minor direction was reduced byapproximately4.3%,6.3%;2) change the number of floors for the structure to acertain extent, the same13-story structure original15-story building, the biggest storydrift slightly smaller than the X direction Y direction displacement, X, Y directionmaximum story drift have some decline, down16.3%,19.2%.17-layer structure withthe original15-story building, the biggest story drift slightly smaller than the Xdirection Y direction displacement, X, Y direction are some of the largest displacementbetween layers increases, respectively, an increase of4.0%,5.0%. Peak accelerationdecreases with increasing floors,13floors,17floors structure representing an increaseof17.3%,-5.2%;3) changes in the structure of fortification also have a great impact,X, Y direction of the bottom shear has increased, as follows:99.9%,99.9%; in X, Ydirection under earthquake has increased the maximum displacement of the top floor,an increase of:100%,100%; X, Y direction maximum story drift angle of about1/1840,1/1302, compared with the original15-storey houses increased:100%,100%;4) reinforcement intensity level changes on the seismic performance impact is small,rational arrangement of reinforcement can reduce the seismic action. |
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