基于Benchmark模型的拆除构件法分析
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摘要
为确定结构最不利失效柱位置,以9层Benchmark模型为研究对象,采用拆除构件法进行模型底层各柱分别失效影响的动力分析,并与静力分析结果进行对比。分析结果表明:框架柱失效时间越短,结构失效点的位移响应越大;结构的最不利失效柱位置为结构的边柱;柱的失效使梁的传力模式发生改变,梁由受弯传力变为悬链线式受拉传力;柱的失效同时使与之相连的节点受力状态发生了改变,节点由承受支座负弯矩变为承受拉弯共同作用。
In order to determine the most critical case due to sudden column loss,a dynamic analysis,in comparison with a static study,is performed based on the 9-storey Benchmark model using "Alternate Path Method" with single underlying structure column removed seriatim.It is shown that due to the column loss,the displacement response of failure structural connection increases with the decrease of the column failure time;the loss of side column results in the most damage to the structure;the load transfer mechanism of the adjacent beam changes from bending to catenary tension action;simultaneously,the load status of the failure connection changes from negative moment to the combined action of tension and positive moment.
In order to determine the most critical case due to sudden column loss,a dynamic analysis,in comparison with a static study,is performed based on the 9-storey Benchmark model using "Alternate Path Method" with single underlying structure column removed seriatim.It is shown that due to the column loss,the displacement response of failure structural connection increases with the decrease of the column failure time;the loss of side column results in the most damage to the structure;the load transfer mechanism of the adjacent beam changes from bending to catenary tension action;simultaneously,the load status of the failure connection changes from negative moment to the combined action of tension and positive moment.
引文
[1]胡晓斌,钱稼如.结构连续倒塌分析与设计方法综述[J].建筑结构,2006,36(增刊1):79-83.
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[12]田石柱,王立伟,王大鹏.基于ANSYS软件benchmark模型耗能减振控制分析[J].地震工程与工程振动,2006,26(6):184-189.
[2]ELLINGWOOD B R.Mitigating risk from abnormal loads and progressive collapse[J].Journal of Performance of Con-structed Facilities,2006,20(4):315-323.
[3]于山,苏幼坡,马东辉,等.钢筋混凝土建筑抗倒塌设计[J].地震工程与工程振动,2005,25(5):67-72.
[4]徐嫚,张素梅,高山.建筑结构抗连续倒塌分析方法综述[C]//中国钢结构协会钢-混凝土组合结构分会第十二次学术会议论文集,2009:233-237.
[5]岳宏亮,姚维盛,罗献燕.简析结构隔震技术的特点及适用性[J].广西大学学报:自然科学版,2007,32(增刊):80-82.
[6]江晓峰,陈以一.建筑结构连续性倒塌及其控制设计的研究现状[J].土木工程学报,2008,41(6):1-8.
[7]ABRUZZO J,MATTA A,PANARIELLO G.Study of mitigation strategies for progressive collapse of a reinforced concretecommercial building[J].Journal of Performance of Constructed Facilities,2006,20(4):384-390.
[8]IZZUDDIN B A,VLASSIS A G,NETHERCOTD A.Progressive collapse of multi-storey buildings due to sudden columnloss-Part I:Simplified assessment framework[J].Engineering Structures,2008,30(5):1 308-1 318.
[9]VLASSIS A G,IZZUDDIN B A,NETHERCOTD A.Progressive collapse of multi-storey buildings due to sudden columnloss-Part II:Application[J].Engineering Structures,2008,30(5):1 424-1 438.
[10]MARJANISHVILI S M.Progressive analysis procedure for progressive collapse[J].Journal of Performance of ConstructedFacilities,2004,18(2):79-85.
[11]贾明明,张素梅,吕大刚,等.基于Benchmark模型的抑制屈曲支撑耗能减振作用分析[J].地震工程与工程振动,2009,29(3):140-145.
[12]田石柱,王立伟,王大鹏.基于ANSYS软件benchmark模型耗能减振控制分析[J].地震工程与工程振动,2006,26(6):184-189.
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