多层钢框架连续倒塌动力效应分析
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摘要
为研究多层钢框架连续倒塌由于初始破坏引起的动力效应,本文采用集中塑性铰杆模型,以需求能力比(DCR)为参数,利用瞬时加载法对一榀多层平面钢框架和一个多层空间钢框架进行了弹塑性动力反应分析。分析结果表明:随着DCR的增大,各柱列沿竖向动力放大效应基本不变;当DCR≤0.5时,随着DCR的增大,各柱列动力放大效应基本不变,且一般情况下含失效构件的柱列动力放大效应最显著;当DCR>0.5时,含失效构件的柱列动力放大效应随着DCR的增大而增大,其余柱列动力放大效应随着DCR的增大而减小或基本不变。
To study the dynamic effect resulted from the initial damage to the structure during progressive collapse,the lumped plastic hinge model and the instantaneously applied load method are adopted to perform the elasto-plastic dynamic response analysis of a multi-story plane steel frame and a multi-story spacial steel frame corresponding to various demandcapacity ratios(DCR) respectively.The analysis results indicate: with the increase of DCR,the dynamic amplifying effect remains approximately constant along the height of each column line;when DCR is less than or equal to 0.5,the dynamic amplifying effect of each column line remains approximately constant with the increase of DCR and that of the column line containing the failed member is most significant in general;when DCR is larger than 0.5,the dynamic amplifying effect of the column line containing the failed member increases with the increase of DCR and that of other column lines decreases or remains unchanged.
To study the dynamic effect resulted from the initial damage to the structure during progressive collapse,the lumped plastic hinge model and the instantaneously applied load method are adopted to perform the elasto-plastic dynamic response analysis of a multi-story plane steel frame and a multi-story spacial steel frame corresponding to various demandcapacity ratios(DCR) respectively.The analysis results indicate: with the increase of DCR,the dynamic amplifying effect remains approximately constant along the height of each column line;when DCR is less than or equal to 0.5,the dynamic amplifying effect of each column line remains approximately constant with the increase of DCR and that of the column line containing the failed member is most significant in general;when DCR is larger than 0.5,the dynamic amplifying effect of the column line containing the failed member increases with the increase of DCR and that of other column lines decreases or remains unchanged.
引文
[1]胡晓斌,钱稼茹.结构连续倒塌分析与设计方法综述[J].建筑结构,2006,36(S1):79-83.
[2]Dusenberry D O.Reviewof existing guidelines and provisions related to progressive collapse[R].Washington:National Workshop on Preventionof Progressive Collapse in Rosemont,Ill,2002.
[3]Patrick X W Zou1,唐嘉敏,季静.关于纽约世界贸易中心双子塔倒塌的分析和教训[J].地震工程与工程振动,2006,26(3):31-33.
[4]陆新征,江见鲸.世界贸易中心飞机撞击后倒塌过程的仿真分析[J].土木工程学报,2001,34(6):8-10.
[5]General Service Administration.Progressive collapse analysis and design guidelines for new federal office buildings and major modernization pro-jects[S].2003.
[6]Department of Defense.Unified Facilities Criteria:Design of buildings to resist progressive collapse[S].2006.
[7]Japanese Society of Steel Construction Council on Tall Buildings and Urban Habitat.Guidelines for collapse control design,Ⅰdesign[S].2005.
[8]Japanese Society of Steel Construction Council on Tall Buildings and Urban Habitat.Guidelines for collapse control design,Ⅱresearch[S].2005.
[9]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.
[10]邱彦程,刘西拉.结构倒塌分析的后制作开发[J].地震工程与工程振动,2005,25(2):25-29.
[11]张雷明,刘西拉.钢筋混凝土结构倒塌分析的前沿研究[J].地震工程与工程振动,2003,23(3):47-52.
[12]Nanci B,Shalva M.SDOF model for progressive collapse analysis[C]//Structures,ASCE.New York,2005.
[13]胡晓斌,钱稼茹.单层平面框架连续倒塌动力效应分析[J].工程力学(已录用).
[14]Computers and Structures,Inc.SAP2000 analysis reference manual[M].Berkeley,California,2004.
[15]Federal Emergency Management Agency.Prestandard and commentary for the seismic rehabilitation of buildings[S].2000.
[2]Dusenberry D O.Reviewof existing guidelines and provisions related to progressive collapse[R].Washington:National Workshop on Preventionof Progressive Collapse in Rosemont,Ill,2002.
[3]Patrick X W Zou1,唐嘉敏,季静.关于纽约世界贸易中心双子塔倒塌的分析和教训[J].地震工程与工程振动,2006,26(3):31-33.
[4]陆新征,江见鲸.世界贸易中心飞机撞击后倒塌过程的仿真分析[J].土木工程学报,2001,34(6):8-10.
[5]General Service Administration.Progressive collapse analysis and design guidelines for new federal office buildings and major modernization pro-jects[S].2003.
[6]Department of Defense.Unified Facilities Criteria:Design of buildings to resist progressive collapse[S].2006.
[7]Japanese Society of Steel Construction Council on Tall Buildings and Urban Habitat.Guidelines for collapse control design,Ⅰdesign[S].2005.
[8]Japanese Society of Steel Construction Council on Tall Buildings and Urban Habitat.Guidelines for collapse control design,Ⅱresearch[S].2005.
[9]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.
[10]邱彦程,刘西拉.结构倒塌分析的后制作开发[J].地震工程与工程振动,2005,25(2):25-29.
[11]张雷明,刘西拉.钢筋混凝土结构倒塌分析的前沿研究[J].地震工程与工程振动,2003,23(3):47-52.
[12]Nanci B,Shalva M.SDOF model for progressive collapse analysis[C]//Structures,ASCE.New York,2005.
[13]胡晓斌,钱稼茹.单层平面框架连续倒塌动力效应分析[J].工程力学(已录用).
[14]Computers and Structures,Inc.SAP2000 analysis reference manual[M].Berkeley,California,2004.
[15]Federal Emergency Management Agency.Prestandard and commentary for the seismic rehabilitation of buildings[S].2000.
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