不规则性对基础隔震结构抗连续倒塌性能影响研究
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摘要
为研究基础隔震结构抗连续倒塌性能,以备用荷载路径法为基础,采用静力非线性Pushdown方法和静力线性方法对一栋典型的收进式竖向不规则钢筋混凝土基础隔震结构进行分析,从备用荷载路径的抗连续倒塌机制和需求能力比两个角度研究竖向不规则钢筋混凝土基础隔震结构的抗连续倒塌性能,为基础隔震结构抗连续倒塌设计提供参考;为进一步研究结构布置形式不规则性以及裙楼和塔楼层数变化对竖向不规则基础隔震抗连续倒塌性能的影响,分别建立塔楼布置不同、裙楼与塔楼层数变化的模型进行对比研究。研究表明:除角柱失效工况自身无法产生悬链线机制外,其余底层框架柱失效工况中备用荷载路径在整个推覆倒塌过程中均表现出明显的悬链线机制;当隔震支座失效时,由于隔震层水平刚度小,相邻支座无法提供足够的侧向约束作用而难以形成明显的悬链线机制;增加结构冗余度和备用荷载路径中参与荷载传递的构件数量可以有效提高剩余结构抗连续倒塌能力;除角柱和角支座外,隔震支座失效工况DCR值普遍大于对应位置底层框架柱失效工况,备用荷载路径中某些构件的失效风险相对较大。
To study the anti-progressive collapse performance of base-isolated structures,the static nonlinear and static linear methods are used to analyze the structure of a typical vertical,irregular reinforced concrete foundation using static load method.Based on the anti-progressive collapse mechanism and the demand ability of the backup load path,the anti-progressive collapseperformance of the vertical,irregular reinforced concrete base-isolated structure was studied to provide a reference for the anti-progressive collapse design of base-isolated structures.To further study the irregularity of structural arrangements and the influence of the change of podium and tower layers on the progressive collapse of the vertical,irregular isolated structure,the corresponding models were established,and a comparative study was performed.The result shows that except for the corner column,the alternative load path showed a significant catenary mechanism in the Pushover process after the initial failure occurrence of all other columns.When the isolation bearing failed because of the small horizontal stiffness of the isolation layer,adjacent bearings could not provide sufficient lateral constraints to form a catenary mechanism.The ability of the remaining structures to resist progressive collapse can be effectively improved by increasing the structural redundancy and the number of components with alternative load paths.Except the corner column and the corner bearing the initial failure condition,the DCR value of the isolation bearing failure condition is generally larger than the value of the bottom frame failure condition at the corresponding position,and the failure risk of some components in the alternative load path of the isolation bearing failure condition was relatively large.
To study the anti-progressive collapse performance of base-isolated structures,the static nonlinear and static linear methods are used to analyze the structure of a typical vertical,irregular reinforced concrete foundation using static load method.Based on the anti-progressive collapse mechanism and the demand ability of the backup load path,the anti-progressive collapseperformance of the vertical,irregular reinforced concrete base-isolated structure was studied to provide a reference for the anti-progressive collapse design of base-isolated structures.To further study the irregularity of structural arrangements and the influence of the change of podium and tower layers on the progressive collapse of the vertical,irregular isolated structure,the corresponding models were established,and a comparative study was performed.The result shows that except for the corner column,the alternative load path showed a significant catenary mechanism in the Pushover process after the initial failure occurrence of all other columns.When the isolation bearing failed because of the small horizontal stiffness of the isolation layer,adjacent bearings could not provide sufficient lateral constraints to form a catenary mechanism.The ability of the remaining structures to resist progressive collapse can be effectively improved by increasing the structural redundancy and the number of components with alternative load paths.Except the corner column and the corner bearing the initial failure condition,the DCR value of the isolation bearing failure condition is generally larger than the value of the bottom frame failure condition at the corresponding position,and the failure risk of some components in the alternative load path of the isolation bearing failure condition was relatively large.
引文
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[17]Seismo Soft.SeismoStruct-A Computer Program for Static and Dynamic Nonlinear Analysis of Framed Structures[CP/OL].SeismoSoft,2012:http://www.seismosoft.com.
[2]张尚荣,谭平,杜永峰,等.层间隔震体系可靠度的灵敏度分析[J].振动、测试与诊断,2016,36(1):102-107.ZHANG Shangrong,TAN Ping,DU Yongfeng,et al.Sensitivity Analysis of Reliability of Interlayer Seismic System[J].Journal of Vibration,Measurement&Diagnosis,2016,36(1):102-107.
[3]张海龙,展猛,王社良.层间滑移隔震结构地震作用有限元分析[J].地震工程学报,2016,38(4):558-563.ZHANG Hailong,ZHAN Meng,WANG Sheliang.Finite Element Analysis of the Seismic Response of an Interlayer Sliding Isolation Structure[J].China Earthquake Engineering Journal,2016,38(4):558-563.
[4]WU Y F,WANG H,LI A Q,et al.Explicit Finite Element Analysis and Experimental Verification of a Sliding Lead Rubber Bearing[J].Journal of Zhejiang University(Science A),2017,18(5):363-376.
[5]谭平,王斌,金建敏,等.纤维增强工程塑料板夹层橡胶隔震支座有限元分析[J].振动与冲击,2014(24):95-100.TAN Ping,WANG Bin,JIN Jianmin,et al.Finite Element Analysis for a Fiber-reinforced-plastic Plate Isolation Bearing[J].Journal of Vibration and Shock,2014(24):95-100.
[6]颜桂云,吴应雄,陈福全.近场脉冲型地震动下层间隔震的非线性反应与隔震层限位分析[J].应用基础与工程科学学报,2015(6):1185-1197.YAN Guiyun,WU Yingxiong,CHEN Fuquan.Analysis on Nonlinear Responses of Mid-story Isolated Structures and Limiting Deformation of Isolation Layers under Near-field Pulselike Ground Motion[J].Journal of Basic Science and Engineering,2015(6):1185-1197.
[7]杜永峰,包超,李慧.竖向不规则框架结构连续性倒塌分析[J].防灾减灾工程学报,2014,34(2):229-234.DU Yongfeng,BAO Chao,LI Hui.Progressive Collapse Analysis for Vertically Irregular Frame Structure[J].Journal of Disaster Prevention and Mitigation Engineering,2014,34(2):229-234.
[8]韩春,袁大伟,李青宁,等.新型预制装配式楼盖抗倒塌试验研究[J].地震工程学报,2017,39(1):45-51.HAN Chun,YUAN Dawei,LI Qingning,et al.Research on a Prefabricated Floor in Progressive Collapse[J].China Earthquake Engineering Journal,2017,39(1):45-51.
[9]杜永峰,包超,李慧,等.竖向不规则RC框架结构连续倒塌动力放大系数研究[J].四川大学学报(工程科学版),2015,47(2):43-49.DU Yongfeng,BAO Chao,LI Hui,et al.Dynamic Increase Factor of Vertically Irregular RC Frame Structure in Progressive Collapse[J].Journal of Sichuan University(Engineering Science Edition),2015,47(2):43-49.
[10]REGAN P E.Catenary Action in Damaged Concrete Structures[J].Industrialized Concrete Construction,1975,48(9):191-224.
[11]李易,陆新征,叶列平.基于能量方法的RC框架结构连续倒塌抗力需求分析Ⅱ:悬链线机制[J].建筑结构学报,2011,32(11):9-16.LI Yi,LU Xinzheng,YE Lieping.Progressive Collapse Resistance Demand of RC Frame Structures Based on Energy MethodⅡ:Catenary Mechanism[J].Journal of Building Structures,2011,32(11):9-16.
[12]Progressive Collapse Analysis and Design Guidelines for New Federal Office Buildings and Major Modernization Projects:GSA2003[S].Washington D.C.:General Service Administration,2003.
[13]Design of Buildings to Resist Progressive Collapse:DoD2005[S].Washington D.C.:Department of Defense,2005.
[14]JIAN H,ZHENG Y.Simplified Models of Progressive Collapse Response and Progressive Collapse-resisting Capacity Curve of RC Beam-column Substructures[J].Journal of Performance of Constructed Facilities,2014,28(4):757-766.
[15]LEE Cheol-Ho,KIM Seonwoong,LEE Kyungkoo.Parallel Axial-flexural Hinge Model for Nonlinear Dynamic Progressive Collapse Analysis of Welded Steel Moment Frames[J].Journal of Structural Engineering,2014,136(2):165-173.
[16]USMANI A S,CHUNG Y C,TORERO J L.How Did the WTC Towers Collapse:A New Theory[J].Fire Safety Journal,2003,38(6):501-533.
[17]Seismo Soft.SeismoStruct-A Computer Program for Static and Dynamic Nonlinear Analysis of Framed Structures[CP/OL].SeismoSoft,2012:http://www.seismosoft.com.