基于MS模型的剪力墙—核心筒结构的高层建筑三维非线性动力破坏分析
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摘要
采用非线性多弹簧弹塑性有限元模型,对我国一座最高的民用超高层钢筋混凝土剪力墙—核心筒结构进行了非线性地震响应破坏分析。通过分级加载分析了不同地震烈度下超高层建筑从弹性、塑性直至失效的结构内力和变形的整个过程,并采用静力Push O ver方法和1/50比尺的振动台模型试验进行了破坏分析。结果表明超高层建筑的最薄弱位置在1/2到2/3之间高度处。非线性数值分析的结果和振动台模型破坏试验现象符合一致。
The nonlinear seismic analysis of an out-of-code high-rising RC frame-core tube building,which is the highest residential building in China,is performed using multi-springs elastic-plastic finite element model.The whole seismic response process of deformation and stress from elasticity to damage and failure is studied by applying different grade earthquake load.The corrupt analysis is also studied by Push-Over method and the experimental investigation of 1/50 scale highrise building model test on 3×4 meters shaking table is described.Some measures for improving the anti-seismic capacity are advised.The results show that the weakest position of such high-rising building is between the 1/2 and 2/3 height of the building.The comparison of the results from numerical analysis with the earthquake distruction test shows a satisfactory agreement on damage and failure phenomenon.
The nonlinear seismic analysis of an out-of-code high-rising RC frame-core tube building,which is the highest residential building in China,is performed using multi-springs elastic-plastic finite element model.The whole seismic response process of deformation and stress from elasticity to damage and failure is studied by applying different grade earthquake load.The corrupt analysis is also studied by Push-Over method and the experimental investigation of 1/50 scale highrise building model test on 3×4 meters shaking table is described.Some measures for improving the anti-seismic capacity are advised.The results show that the weakest position of such high-rising building is between the 1/2 and 2/3 height of the building.The comparison of the results from numerical analysis with the earthquake distruction test shows a satisfactory agreement on damage and failure phenomenon.
引文
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[2]汪梦甫.钢筋混凝土框剪结构非线性地震反应分析[J].工程力学,1999,13(3):8-16W ang M P.N on linear dynam ic se ism ic response of R/C fram e-w a ll structure[J].Eng ineering M echan ics,1999,13(3):8-16
[3]汪梦甫,沈蒲生.钢筋混凝土高层结构非线性地震反应分析现状[J].世界地震工程,1996,14(2):1-8W ang M F,Shen P S.S tate-of-art of non linear se is-m ic response ana lys is for R/C ta ll bu ild ing structures[J].W orld E arthquake Eng ineering,1996,14(2):1-8
[4]陈滔,黄宗明.钢筋混凝土框架非线性地震反应分析模型研究进展[J].世界地震工程,2002,18(1):91-97Chen T,Huang Z M.A rev iew of ine lastic dynam icana lys is m ode ls of re in forced concrete fram es underearthquake ground m otions[J].W orld E arthquakeEng ineering,2002,18(1):91-97
[5]王曙光,刘伟庆,杨蕾蕾,等.耗能支撑钢筋混凝土框架结构抗震性能研究[J].地震工程与工程振动,1998,18(1):35-44W ang S G,L iu W Q,Y ang L L,et a l.A se ism ic be-hav ior of re in forced concrete fram e w ith energy-d iss i-pation brac ings[J].E arthquake Eng ineering and Eng i-neering V ibration,1998,18(1):35-44
[6]吕西林,李学平.超限高层建筑工程抗震设计中的若干问题[J].建筑结构学报,2002,23(2):13-18LüX L,L i X P.Som e prob lem s on se ism ic des ign ofou t-of-codes h ighrise bu ild ings[J].Journa l of Bu ild-ing S tructures,2002,23(2):13-18
[7]L i K N,O tan i S.M u lti-spring m ode l for 3-D im ens ion-a l ana lys is of RC m em bers[J].In ternationa l Journa lof S tructure Eng ineering and M echan ics,1993,1(1):17-30
[8]李康宁,K ubo T.V en tura C E.建筑物三维分析模型及其用于结构建筑地震反应分析的可靠性[J].建筑结构,2000,30(6):14-19L i K N,K ubo T,V en tura C E.3D ana lys is of bu ild-ing m ode l and re liab ility of s im u lated structura l earth-quake responses[J].Bu ild ing S tructures,2000,30(6):14-19
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