钢骨建筑抗震评估与耗能减震构件简化模拟
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摘要
对一座超高层钢骨建筑改建工程进行抗震设计与性能评估.进行了三维结构非线性静、动力分析以检核其抗震性能.非线性动力分析结果显示,最大考虑地震作用下,梁端最大弯矩塑铰约达0.010rad、屈曲约束支撑最大核心段应变达1.25%、偏心斜撑连杆梁的最大剪力塑铰为0.065rad,皆未超过AISC抗震规范所订构件性能要求或实验所得其变形能力.介绍了此改建结构的计算模型、模拟方法、非线性分析所得结构整体与主要构件的性能表现,其中亦提出梁柱节点及偏心斜撑构架剪力连杆梁等构件加固前后的简化模拟方法,并利用梁柱节点加固试验结果加以比较验证.
Buckling restrained braces(BRBs),eccentrically braced frames and moment connections retrofitted using twoside plates were incorporated into the seismic retrofitting design of a 34-story hotel tower in Kaohsiung,Taiwan.This paper discusses the analytical models for simulating the experimental responses of the BRB members,shear link beams of the eccentrically braced frames(EBFs),and the welded moment connections before and after being retrofitted by side plates. Nonlinear response history analyses(NLRHA)indicate that the peak total beam end flexural rotation demand reaches 0.01 rad,the BRB peak core strain demand is about 1.25% and the link beam total shear rotation demand reaches 0.065 rad under the maximum earthquakes,which are less than those found in the seismic building codes or laboratory tests.
Buckling restrained braces(BRBs),eccentrically braced frames and moment connections retrofitted using twoside plates were incorporated into the seismic retrofitting design of a 34-story hotel tower in Kaohsiung,Taiwan.This paper discusses the analytical models for simulating the experimental responses of the BRB members,shear link beams of the eccentrically braced frames(EBFs),and the welded moment connections before and after being retrofitted by side plates. Nonlinear response history analyses(NLRHA)indicate that the peak total beam end flexural rotation demand reaches 0.01 rad,the BRB peak core strain demand is about 1.25% and the link beam total shear rotation demand reaches 0.065 rad under the maximum earthquakes,which are less than those found in the seismic building codes or laboratory tests.
引文
[1]汪永宇.高雄市34F/B5集合住宅新建工程第一次审查报告[R].台北:长青结构土木技师事务所,2007.WANG Yungyu.Preliminary peer review report of a redesigned34-story steel building in Kaohsiung[R].Taipei:Spring Tech Structural and Civil Professional Engineering Business Office,2007.
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[4]蔡克铨,翁崇兴,黄彦智.双钢管型屈曲约束耗能支撑的接合行为研究[J].台湾结构工程学会结构工程季刊,2008,18(3):15.TSAI K C,WENG C H,HUANG I C.Experimental study of brace-to-gusset connections of double-tube buckling restrained brace[J].Journal of Taiwan Society of Structural Engineering,2003,18(3):15.
[5]黄彦智.含屈曲约束耗能支撑框架抗震性能的试验与分析研究[D].台北:台湾大学土木工程研究所,2002.HUANG I C.Experimental research of large scale buckling restrained brace frames[D].Taipei:Institute of Civil Engineering of Taiwan University,2002.
[6]台湾内政部建筑研究所.建筑物抗震规范条文与解说[S].台北:营建杂志社,2005.Institute of Civil Engineering of Taiwan“Ministry of the Interior”.Recommended provisions for building seismic regulations[S].Taipei:ABRI,2005.
[7]CHAI J F,LOH C H,SATO H.Modeling of phase spectrum to simulate design ground motions[J].Journal of the Chinese Institute of Engineers,2002,25(4):447.
[8]台湾地震工程研究中心,台湾灾害防救科技中心.2006恒春12·26地震事件勘灾报告[R].台北:台湾地震工程研究中心,2007.NCREE,NCDR.Preliminary reconnaissance report of 2006Hengtsun Earthquake[R].Taipei:NCREE,2007.
[9]中华人民共和国住房和城乡建设部.GB50011—2001建筑抗震设计规范[S].北京:中国建筑工业出板社,2001.Ministry of Housing and Urban-Rural Development of P R China.GB 50011—2001 Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2001.
[10]Vamvatsikos D,Cornell C A.Direct estimation of the seismic demand and capacity of oscillators with multi-linear static pushovers through IDA[J].Earthquake Engineering and Structural Dynamics,2006,120(35):1097.
[11]AISC.Seismic provisions for structural steel buildings[S].Chicago:AISC,2005.
[2]台湾内政部.建筑技术规则[S].台北:营建杂志社,1989.Taiwan“Ministry of the Interior”.Architectural technical regulation[S].Taipei:ABRI,1989.
[3]Lin B Z,Chuang M C,Tsai K C.Object-oriented development and application of a nonlinear structural analysis framework[J].Advances in Engineering Software,2009,40:66.
[4]蔡克铨,翁崇兴,黄彦智.双钢管型屈曲约束耗能支撑的接合行为研究[J].台湾结构工程学会结构工程季刊,2008,18(3):15.TSAI K C,WENG C H,HUANG I C.Experimental study of brace-to-gusset connections of double-tube buckling restrained brace[J].Journal of Taiwan Society of Structural Engineering,2003,18(3):15.
[5]黄彦智.含屈曲约束耗能支撑框架抗震性能的试验与分析研究[D].台北:台湾大学土木工程研究所,2002.HUANG I C.Experimental research of large scale buckling restrained brace frames[D].Taipei:Institute of Civil Engineering of Taiwan University,2002.
[6]台湾内政部建筑研究所.建筑物抗震规范条文与解说[S].台北:营建杂志社,2005.Institute of Civil Engineering of Taiwan“Ministry of the Interior”.Recommended provisions for building seismic regulations[S].Taipei:ABRI,2005.
[7]CHAI J F,LOH C H,SATO H.Modeling of phase spectrum to simulate design ground motions[J].Journal of the Chinese Institute of Engineers,2002,25(4):447.
[8]台湾地震工程研究中心,台湾灾害防救科技中心.2006恒春12·26地震事件勘灾报告[R].台北:台湾地震工程研究中心,2007.NCREE,NCDR.Preliminary reconnaissance report of 2006Hengtsun Earthquake[R].Taipei:NCREE,2007.
[9]中华人民共和国住房和城乡建设部.GB50011—2001建筑抗震设计规范[S].北京:中国建筑工业出板社,2001.Ministry of Housing and Urban-Rural Development of P R China.GB 50011—2001 Code for seismic design of buildings[S].Beijing:China Architecture&Building Press,2001.
[10]Vamvatsikos D,Cornell C A.Direct estimation of the seismic demand and capacity of oscillators with multi-linear static pushovers through IDA[J].Earthquake Engineering and Structural Dynamics,2006,120(35):1097.
[11]AISC.Seismic provisions for structural steel buildings[S].Chicago:AISC,2005.
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