点支式玻璃幕墙柔性支承体系风致疲劳分析
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摘要
点支式玻璃幕墙柔性支承体系对风荷载特别敏感,在其服役期内主要承受风荷载的循环往复作用,随着风荷载作用时间的增长,结构的关键杆件和危险部位会产生一定的疲劳累积损伤,影响结构的安全使用性能。针对某典型工程算例,通过对脉动风进行数值模拟获得了随机风荷载谱,并将其施加到点支式玻璃幕墙支承体系上,利用改进雨流计数法对关键杆件和危险部位进行循环荷载统计分析,并对其进行疲劳累积损伤分析。结果表明:点支式玻璃幕墙柔性支承体系中的桁架节点处杆件和支座节点处的焊缝位置是最薄弱环节,设计过程中需要对其进行重点关注。
Point-supported glass curtain of flexibly supports system,is susceptible to the wind and is mainly subjected to periodically lateral wind pressure during its service life.After a long time wind loading,the fatigue accumulative damage will be present in some key rods and dangerous parts,which undoubtedly affects the safety performance of the structures.Based on a typical engineering project,wind loading has been obtained through nonlinear time-domain analysis with random simulation.With the help of modified rain flow counted method,the fatigue accumulative damage of the key rods and dangerous parts of the structure have been carried out.It has been shown that the members at the joints of the truss and the weld joints at the bearing are the dangerous position under the long time wind loading,and these must be pay attention to the design process for flexibly supports system of the point-supported glass curtain.
Point-supported glass curtain of flexibly supports system,is susceptible to the wind and is mainly subjected to periodically lateral wind pressure during its service life.After a long time wind loading,the fatigue accumulative damage will be present in some key rods and dangerous parts,which undoubtedly affects the safety performance of the structures.Based on a typical engineering project,wind loading has been obtained through nonlinear time-domain analysis with random simulation.With the help of modified rain flow counted method,the fatigue accumulative damage of the key rods and dangerous parts of the structure have been carried out.It has been shown that the members at the joints of the truss and the weld joints at the bearing are the dangerous position under the long time wind loading,and these must be pay attention to the design process for flexibly supports system of the point-supported glass curtain.
引文
[1]吴丽丽,王元清,石永久.玻璃刚度及节点约束对点支式玻璃单层索网动力特性的影响[J].沈阳建筑大学学报,2005,21(5):432-437.
[2]任志宏,王元清,石永久.玻璃自重对点式玻璃建筑柔性支承动力特性的影响[J].四川建筑科学研究,2005,31(1):5-8.
[3]冯若强,武岳,沈世钊.单层平面索网幕墙结构的风激动力性能研究[J].哈尔滨工业大学学报,2006,38(2):153-155.
[4]蔡建国,冯建,曹华兵,等.单层索网玻璃幕墙的风振响应分析[J].沈阳工业大学学报,2010,32(3):355-360.
[5]GB50009-2001建筑结构荷载规范(2006年版)[S].
[6]百泉,朱浮声,康玉梅.风速时程数值模拟研究[J].辽宁科技学院学报,2006,8(1):1-6.
[7]王之宏.风荷载的模拟研究[J].建筑结构学报,1994,15(1):44-52.
[8]刘锡良,周颖.风荷载的几种模拟方法[J].工业建筑,2005,35(5):81-84.
[9]陈俊儒,吕西林.上海中心大厦脉动风荷载模拟研究[J].力学季刊,2010,31(1):92-100.
[10]张相庭.结构风压和风振计算[M].上海:同济大学出版社,1985.
[11]Davenport A G.The Relationship of Wind Structure to Wind Loading[C]//Proceeding of the Symposium on Wind Effects on Building and Structures.London:1965:54-102.
[12]Deodatis G.Simulation of Ergodic Multivariate Stochastic Process[J].Journal of Engineering Mechanics,1996,122(8):778-787.
[13]曹映泓,项海帆,周颖.大跨度桥梁随机风场的模拟[J].土木工程学报,1998,31(3):72-79.
[14]韩大建,邹小江,苏成.大跨度桥梁考虑桥塔效应的随机风场模拟[J].工程力学,2003,20(6):18-22.
[15]Shinozuka M,Jan C M.Digital Simulation of Random Proces-ses and Its Applications[J].Journal of Sound and Vibration,1972,25(1):111-128.
[16]Shinozuka M,Deodatis G.Simulation of Stochastic Processes by Spectral Representation[J].Applied Mechanics Reviews,1991,44(4):191-204.
[17]李春祥,都敏,韩兵康.基于AR模型模拟超高层建筑的脉动风速时程[J].地震工程与工程振动,2008,28(3):87-94.
[18]舒新玲,周岱.风速时程AR模型及其快速实现[J].空间结构,2003,9(4):27-32.
[19]胡雪莲,李正良,晏致涛.大跨度桥梁结构风荷载模拟研究[J].重庆大学学报,2005,27(3):63-67.
[20]李元齐,董石麟.大跨度空间结构风荷载模拟技术研究及程序编制[J].空间结构,2001,7(3):3-11.
[21]董军,邓洪洲,刘学利.高层建筑脉动风荷载时程模拟的AR模型方法[J].南京建筑工程学院学报,2000,53(2):20-25.
[22]Iwatani Y.Simulation of Multidimensional Wind Fluctuations Having Any Arbitrary Power Spectra and Cross Spectra[J].Journal of Wind Engineering,1982(11):5-18.
[23]Attilio Iannuzzi,Paolo Spinelli.Artificial Wind Generation and Structural Response[J].Journal of Structural Engineering,1987,113(12):2382-2398.
[24]过玉卿,龙靖宇.改进雨流计数法及其统计处理程序[J].武汉钢铁学院学报,1987,30(1):22-28.
[25]JGJ102-2003玻璃幕墙工程技术规范[S].
[2]任志宏,王元清,石永久.玻璃自重对点式玻璃建筑柔性支承动力特性的影响[J].四川建筑科学研究,2005,31(1):5-8.
[3]冯若强,武岳,沈世钊.单层平面索网幕墙结构的风激动力性能研究[J].哈尔滨工业大学学报,2006,38(2):153-155.
[4]蔡建国,冯建,曹华兵,等.单层索网玻璃幕墙的风振响应分析[J].沈阳工业大学学报,2010,32(3):355-360.
[5]GB50009-2001建筑结构荷载规范(2006年版)[S].
[6]百泉,朱浮声,康玉梅.风速时程数值模拟研究[J].辽宁科技学院学报,2006,8(1):1-6.
[7]王之宏.风荷载的模拟研究[J].建筑结构学报,1994,15(1):44-52.
[8]刘锡良,周颖.风荷载的几种模拟方法[J].工业建筑,2005,35(5):81-84.
[9]陈俊儒,吕西林.上海中心大厦脉动风荷载模拟研究[J].力学季刊,2010,31(1):92-100.
[10]张相庭.结构风压和风振计算[M].上海:同济大学出版社,1985.
[11]Davenport A G.The Relationship of Wind Structure to Wind Loading[C]//Proceeding of the Symposium on Wind Effects on Building and Structures.London:1965:54-102.
[12]Deodatis G.Simulation of Ergodic Multivariate Stochastic Process[J].Journal of Engineering Mechanics,1996,122(8):778-787.
[13]曹映泓,项海帆,周颖.大跨度桥梁随机风场的模拟[J].土木工程学报,1998,31(3):72-79.
[14]韩大建,邹小江,苏成.大跨度桥梁考虑桥塔效应的随机风场模拟[J].工程力学,2003,20(6):18-22.
[15]Shinozuka M,Jan C M.Digital Simulation of Random Proces-ses and Its Applications[J].Journal of Sound and Vibration,1972,25(1):111-128.
[16]Shinozuka M,Deodatis G.Simulation of Stochastic Processes by Spectral Representation[J].Applied Mechanics Reviews,1991,44(4):191-204.
[17]李春祥,都敏,韩兵康.基于AR模型模拟超高层建筑的脉动风速时程[J].地震工程与工程振动,2008,28(3):87-94.
[18]舒新玲,周岱.风速时程AR模型及其快速实现[J].空间结构,2003,9(4):27-32.
[19]胡雪莲,李正良,晏致涛.大跨度桥梁结构风荷载模拟研究[J].重庆大学学报,2005,27(3):63-67.
[20]李元齐,董石麟.大跨度空间结构风荷载模拟技术研究及程序编制[J].空间结构,2001,7(3):3-11.
[21]董军,邓洪洲,刘学利.高层建筑脉动风荷载时程模拟的AR模型方法[J].南京建筑工程学院学报,2000,53(2):20-25.
[22]Iwatani Y.Simulation of Multidimensional Wind Fluctuations Having Any Arbitrary Power Spectra and Cross Spectra[J].Journal of Wind Engineering,1982(11):5-18.
[23]Attilio Iannuzzi,Paolo Spinelli.Artificial Wind Generation and Structural Response[J].Journal of Structural Engineering,1987,113(12):2382-2398.
[24]过玉卿,龙靖宇.改进雨流计数法及其统计处理程序[J].武汉钢铁学院学报,1987,30(1):22-28.
[25]JGJ102-2003玻璃幕墙工程技术规范[S].
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