考虑累积耗能损伤的钢框架结构抗震能力分析
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摘要
以4个不同层数的平面钢框架模型为例,选取14条满足场地条件的长持时地震波,以基于能量的损伤指标为参数进行易损性分析,并对比以层间位移角和顶点位移角为参数的分析结果,发现在长持时地震作用下,必须考虑累积损伤对结构抗震性能的影响。基于Park-Ang地震损伤模型,提出综合考虑最大层间位移角和能量损伤指标的双参数损伤模型。基于地震安全性分析,求出不同损伤指标的年均超越概率曲线,并对本文设计的平面钢框架模型的临界倒塌层间位移角进行折减修正。
Take four plane steel frame models with different stories for example,14 seismic waves with long duration that met the site conditions were selected to conduct structural vulnerability analysis based on the damage index of energy.The results of the analyses were compared based on index of inter-story drift angle and roof story drift angle.It shows that the effect of cumulative damage on seismic performance of structures must be taken into consideration if the duration of earthquakes is long.Based on the Park-Ang seismic damage model,a two-parameter damage model that considering both inter-story drift angle and energy-based damage index was put forward.Based on seismic safety analysis,the mean annual rates of exceedance of different damage indexes were obtained and a reduction correction was conducted to critical collapse inter-story drift angle of the plane steel frame designed herein.
Take four plane steel frame models with different stories for example,14 seismic waves with long duration that met the site conditions were selected to conduct structural vulnerability analysis based on the damage index of energy.The results of the analyses were compared based on index of inter-story drift angle and roof story drift angle.It shows that the effect of cumulative damage on seismic performance of structures must be taken into consideration if the duration of earthquakes is long.Based on the Park-Ang seismic damage model,a two-parameter damage model that considering both inter-story drift angle and energy-based damage index was put forward.Based on seismic safety analysis,the mean annual rates of exceedance of different damage indexes were obtained and a reduction correction was conducted to critical collapse inter-story drift angle of the plane steel frame designed herein.
引文
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[18]CORNELL C A,JALAYER F,HAMBURGER R O,et al.Probabilistic basis for 2000 SAC federal emergency management agency steel moment frame guidelines[J].Journal of Structural Engineering,2002,128(4):526-533.
[2]苗崇刚.地震灾害损失评估[J].自然灾害学报,2000,9(1):105-110.
[3]HANCOCK J,BOMMER J J.A state-of-knowledge review of the influence of strong-motion duration on structural damage[J].Earthquake Spectra,2006,22(1):827-845.
[4]连业达,王宪杰,张洵安.结构地震累积损伤指标研究进展[J].工业建筑,2012,42(4):118-122.
[5]徐龙河,杨冬玲,李忠献.基于应变和比能双控的钢结构损伤模型[J].振动与冲击,2001,30(7):218-222.
[6]BOJRQUEZ E,REYES SALAZAR A,TERNGILMORE A,et al.Energy-based damage index for steel structures[J].Steel and Composite Structure,2010,10(4):343-360.
[7]PARK Y J,ANG A.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,ASCE,1985,111(4):740-756.
[8]王丹.钢框架结构的地震易损性分析及概率风险分[D].哈尔滨:哈尔滨工业大学,2006.
[9]TERAN GILMORE,SIMON A R.Use of constant cumulative ductility spectra for performance-based seismic design of ductile frames[C]//National Conference on Earthquake Engineering.2006.
[10]汪梦甫,汪帜辉,刘飞飞.增量动力弹塑性分析方法的改进及其应用[J].地震工程与工程振动,2012,32(1):30-35.
[11]AKBAS B,SHEN J,HAO H.Energy approach in performance-based seismic design of steel moment resisting frames for basic safety objective[J].The Structural Design of Tall Buildings,2001,10(3):193-217.
[12]CHOI,HYUNHOON,JINKOO KIM.Energy-based seismic design of buckling-restrained braced frames using hysteretic energy spectrum[J].Engineering Structures,2006,28(2):304-311.
[13]SUCUOGLU H,YUCEMEN S,GEZER A,et al.Statistical evaluation of the damage potential of earthquake ground motions[J].Structural Safety,1999,20(4):357-378.
[14]HAZUS 99 user's manual[M].Washington D.C.:Federal Emergency Management Agency,1999.
[15]GB/T 17742—2008中国地震烈度表[S].北京:中国标准出版社,2008.
[16]姚谦峰,苏三庆.地震工程[M].西安:陕西科学技术出版社,2001.
[17]杨文侠.Y形偏心支撑钢框架的结构影响系数[D].上海:上海交通大学,2011.
[18]CORNELL C A,JALAYER F,HAMBURGER R O,et al.Probabilistic basis for 2000 SAC federal emergency management agency steel moment frame guidelines[J].Journal of Structural Engineering,2002,128(4):526-533.
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