多维地震下大跨网格结构倒塌分析与抗倒塌措施
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摘要
为了研究大跨网架结构的倒塌模式并寻求有效的抗倒塌方法,以显式动力分析方法为基础,模拟了地震下网架结构的倒塌全过程.从倒塌过程归纳出水平地震作用下网架的倒塌模式以强度破坏为主,竖向地震作用下网架的倒塌模式以动力失稳破坏为主.对比了普通网架、加入普通橡胶隔震支座网架和加入多维隔减震支座网架在强震下的倒塌过程.结果表明,普通网架在5.12 s时倒塌,加入普通橡胶隔震支座网架虽未倒塌,但中部凹陷1.01 m,加入多维隔减震支座网架没有发生明显破坏,所以多维隔减震装置能有效地提高网架在强震下的抗倒塌能力.
In order to study the collapse mode and find measures to prevent structural collapse of long span trusses,the explicit finite element analysis was performed to calculate the whole collapse process.From the collapse process,the structural collapse mode can be obtained.The collapse mode of the trusses under horizontal earthquake are mainly referred to strength failure,while the collapse mode of the trusses under vertical earthquake are mainly referred to dynamic instability.Three different space trusses subjected to multi-dimensional earthquake were compared,including a normal truss,and a truss with normal rubber bearing,and a truss with multi-dimensional earthquake isolation and mitigation devices(MEIMD).The normal truss collapsed after 5.12 s,and the truss with normal rubber bearing did not collapse but there was a 1.01 m subsidence at the middle point.However,the truss with MEIMD had little damage.It can be concluded that the MEIMD can enhance the anti-collapse performance under severe earthquakes.
In order to study the collapse mode and find measures to prevent structural collapse of long span trusses,the explicit finite element analysis was performed to calculate the whole collapse process.From the collapse process,the structural collapse mode can be obtained.The collapse mode of the trusses under horizontal earthquake are mainly referred to strength failure,while the collapse mode of the trusses under vertical earthquake are mainly referred to dynamic instability.Three different space trusses subjected to multi-dimensional earthquake were compared,including a normal truss,and a truss with normal rubber bearing,and a truss with multi-dimensional earthquake isolation and mitigation devices(MEIMD).The normal truss collapsed after 5.12 s,and the truss with normal rubber bearing did not collapse but there was a 1.01 m subsidence at the middle point.However,the truss with MEIMD had little damage.It can be concluded that the MEIMD can enhance the anti-collapse performance under severe earthquakes.
引文
[1]秋山宏.基于能量平衡的建筑结构抗震设计[M].北京:清华大学出版社,2010:1-2.
[2]Mwakali J A.The collapse behavior of double-layerspace trusses incorporating eccentrically loaded-sectionmembers[D].Surreg,USA:Department of Civil En-gineering University of Surrey,1990.
[3]Sasani M,Kropelnicki J.Progressive collapse analysisof an RC structure[J].The Structural Design of Talland Special Buildings,2008,17(4):757-771.
[4]Masoero E,Wittel F K,Herrmann H J,et al.Progres-sive collapse mechanisms of brittle and ductile framedstructures[J].Journal of Engineering Mechanics,2010,136(8):987-995.
[5]Marjanishvili S,Agnew E.Comparison of various pro-cedures for progressive collapse analysis[J].Journal ofPerformance of Constructed Facilities,2006,20(4):365-374.
[6]Villaverde R.Methods to assess the seismic collapse ca-pacity of building structures:state of the art[J].Jour-nal of Structural Engineering,2007,133(1):57-66.
[7]Ibrahim R A.Recent advances in nonlinear passive vi-bration isolators[J].Journal of Sound and Vibration,2008,314(3/4/5):371-452.
[8]Xu Zhaodong,Zeng Xing,Huang Xinghuai.Experi-mental and numerical studies on new multi-dimensionalearthquake isolation and mitigation device:horizontalproperties[J].Science China:Technological Sciences,2010,53(10):2658-2667.
[9]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.Lu Xinzheng,Jiang Jianjing.Dynamic finite elementsimulation for the collapse of w orld trade center[J].China Civil Engineering Journal,2001,34(6):8-10.(in Chinese)
[10]Meguid S A,Shagal G,Stranart J C.Developmentand validation of novel FE models for 3D analysis ofpeening of strain-rate sensitive materials[J].Journalof Engineering Materials and Technology,2007,129(2):271-283.
[11]沈世钊,支旭东.球面网壳结构在强震下的失效机理[J].土木工程学报,2005,38(1):11-20.Shen Shizhao,Zhi Xudong.Failure mechanism of re-ticular shells subjected to dynamic actions[J].ChinaCivil Engineering Journal,2005,38(1):11-20.(inChinese)
[2]Mwakali J A.The collapse behavior of double-layerspace trusses incorporating eccentrically loaded-sectionmembers[D].Surreg,USA:Department of Civil En-gineering University of Surrey,1990.
[3]Sasani M,Kropelnicki J.Progressive collapse analysisof an RC structure[J].The Structural Design of Talland Special Buildings,2008,17(4):757-771.
[4]Masoero E,Wittel F K,Herrmann H J,et al.Progres-sive collapse mechanisms of brittle and ductile framedstructures[J].Journal of Engineering Mechanics,2010,136(8):987-995.
[5]Marjanishvili S,Agnew E.Comparison of various pro-cedures for progressive collapse analysis[J].Journal ofPerformance of Constructed Facilities,2006,20(4):365-374.
[6]Villaverde R.Methods to assess the seismic collapse ca-pacity of building structures:state of the art[J].Jour-nal of Structural Engineering,2007,133(1):57-66.
[7]Ibrahim R A.Recent advances in nonlinear passive vi-bration isolators[J].Journal of Sound and Vibration,2008,314(3/4/5):371-452.
[8]Xu Zhaodong,Zeng Xing,Huang Xinghuai.Experi-mental and numerical studies on new multi-dimensionalearthquake isolation and mitigation device:horizontalproperties[J].Science China:Technological Sciences,2010,53(10):2658-2667.
[9]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.Lu Xinzheng,Jiang Jianjing.Dynamic finite elementsimulation for the collapse of w orld trade center[J].China Civil Engineering Journal,2001,34(6):8-10.(in Chinese)
[10]Meguid S A,Shagal G,Stranart J C.Developmentand validation of novel FE models for 3D analysis ofpeening of strain-rate sensitive materials[J].Journalof Engineering Materials and Technology,2007,129(2):271-283.
[11]沈世钊,支旭东.球面网壳结构在强震下的失效机理[J].土木工程学报,2005,38(1):11-20.Shen Shizhao,Zhi Xudong.Failure mechanism of re-ticular shells subjected to dynamic actions[J].ChinaCivil Engineering Journal,2005,38(1):11-20.(inChinese)
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