基于能量的超高层钢筋混凝土框架核心筒结构抗震性能分析
|
摘要
利用通用有限元软件MSC.MARC建立了某超高层钢筋混凝土框架核心筒结构的精细有限元模型,研究其在地震作用下的结构整体能量反应规律和塑性变形能分布规律。研究结果表明,相同强度和持时的不同地震波作用下,结构的能量反应有较大不同;大震作用下结构塑性变形能大于结构阻尼能,结构塑性发展主要集中在底部几层,越往上塑性越小,结构塑性区域主要发生在结构的10层以下,占总塑性能的98.7%,结构中连梁消耗绝大部分的塑性变形能,占总塑性耗能的64.3%,而剪力墙、柱、梁和楼板分别消耗11.6%、10.2%、7.5%及7.3%的塑性变形能。
The general purpose FEM software MSC.MARC has been used to establish the accurate FEM model for a tall building with reinforced concrete frame-core tube structure.Based on which the regulations of energy response of the whole structure and the plastic energy distribution in the structures under rare earthquakes had been studied.The results show the gross energy response under different earthquake waves with the same intensity and duration is different.The plastic energy is larger than damping energy under rare earthquake.The plastic energy mainly distributes at the lower floors and down 10 floors occupy 98.7% of the gross plastic energy.The coupling-wall beams dissipate 64.3% of the gross plastic energy and the shear wall,columns,beams,and slabs dissipate 11.6%、10.2%、7.5%、7.3% of the gross plastic energy.
The general purpose FEM software MSC.MARC has been used to establish the accurate FEM model for a tall building with reinforced concrete frame-core tube structure.Based on which the regulations of energy response of the whole structure and the plastic energy distribution in the structures under rare earthquakes had been studied.The results show the gross energy response under different earthquake waves with the same intensity and duration is different.The plastic energy is larger than damping energy under rare earthquake.The plastic energy mainly distributes at the lower floors and down 10 floors occupy 98.7% of the gross plastic energy.The coupling-wall beams dissipate 64.3% of the gross plastic energy and the shear wall,columns,beams,and slabs dissipate 11.6%、10.2%、7.5%、7.3% of the gross plastic energy.
引文
[1]Housner G.Limit design of structures to resistearthquakes[C]//Proceedings of the First WorldConference on Earthquake Engineering.Berkeley,CA:University of California,1956.
[2]Luis D Decanini,Fabrizio Mollaioli.Formulation ofelastic earthquake input energy spectra[J].Earthquake Engineering&Structural Dynamics,1998,27(12):1503-1522.
[3]刘哲锋,沈蒲生.地震动输入能量谱的研究[J].工程抗震与加固改造,2006,28(4):1-5.
[4]程光煜,叶列平.弹性多自由系统输入能量的研究[J].工程抗震与加固改造,2006,28(4):6-9.
[5]程光煜,叶列平.弹塑性SDOF系统的地震输入能量谱[J].工程力学,2008,25(2):28-39.
[6]黄宗明,白绍良,赖明.结构非弹性地震能量反应的分析方法[J].工程力学,1994,11(增刊):979-986.
[7]经杰,叶列平,钱稼茹.不均匀剪切型层模型结构基于能量概念的弹塑性地震位移反应分析[J].土木工程学报,2003,36(12):14-19.
[8]Erberik A,Sucuoglu H.Seismic energy dissipation indeteriorating systems through low-cycle fatigue[J].Earthquake Engineering&Structural Dynamics,2004,33(1):49-67.
[9]Fajfar P,Vidic T,Fischinger M.A mearsure ofearthquake motion capacity to damage medium-periodstructures[J].Soil Dynamics and EarthquakeEngineering,1990,9(5):236-242.
[10]Chai Y H,Fajfar P.A procedure for estimating inputenergy spectra for seismic design[J].Journal ofEarthquake Engineering,2000,4(4):539-561.
[2]Luis D Decanini,Fabrizio Mollaioli.Formulation ofelastic earthquake input energy spectra[J].Earthquake Engineering&Structural Dynamics,1998,27(12):1503-1522.
[3]刘哲锋,沈蒲生.地震动输入能量谱的研究[J].工程抗震与加固改造,2006,28(4):1-5.
[4]程光煜,叶列平.弹性多自由系统输入能量的研究[J].工程抗震与加固改造,2006,28(4):6-9.
[5]程光煜,叶列平.弹塑性SDOF系统的地震输入能量谱[J].工程力学,2008,25(2):28-39.
[6]黄宗明,白绍良,赖明.结构非弹性地震能量反应的分析方法[J].工程力学,1994,11(增刊):979-986.
[7]经杰,叶列平,钱稼茹.不均匀剪切型层模型结构基于能量概念的弹塑性地震位移反应分析[J].土木工程学报,2003,36(12):14-19.
[8]Erberik A,Sucuoglu H.Seismic energy dissipation indeteriorating systems through low-cycle fatigue[J].Earthquake Engineering&Structural Dynamics,2004,33(1):49-67.
[9]Fajfar P,Vidic T,Fischinger M.A mearsure ofearthquake motion capacity to damage medium-periodstructures[J].Soil Dynamics and EarthquakeEngineering,1990,9(5):236-242.
[10]Chai Y H,Fajfar P.A procedure for estimating inputenergy spectra for seismic design[J].Journal ofEarthquake Engineering,2000,4(4):539-561.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心