巨型钢框架-拉索支撑结构中拉索参数灵敏度分析
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摘要
为研究巨型钢框架-拉索支撑结构体系中拉索预拉力和直径这两个参数对结构体系抗震性能的影响,获得拉索参数设计方法,对具有不同拉索参数的典型巨型钢框架-拉索支撑结构进行Pushover分析,考察不同拉索预拉力和直径对结构破坏模式、极限荷载、顶点位移、初始抗侧刚度、性能点处的基底剪力、相应顶点位移及最大层间位移角的影响。结果表明:拉索预应力对最大层间位移角有一定影响,对结构其他综合性能的影响可忽略;拉索直径增量不超过100%时,对结构的破坏模式影响较小,但拉索直径变化对结构的其他综合性能影响显著。
To investigate the influence of two parameters of cable pretension and diameter,on the seismic behavior of a steel mega frame and cable-braced structure and obtain appropriate values of these two parameters,the Pushover analyses were made for typical steel mega frame and cable-braced structures with different pretensions and diameters of cables. It was examined the effects of different cable pretension and diameter on the failure modes,initial lateral stiffnesses,ultimate loads,top displacements and the base shears at performance points,and maximum inner-story drift angles of the structure,it could be found that the cable pretensions only have a limited impact on the maximum inner-story drift angle,and their influences on other comprehensive performance of the structure could be ignored,and the cable diameter had a small impact on the failure mode when its increment did not exceed 100%,but the cable diameter change had significant effect on the other comprehensive properties.
To investigate the influence of two parameters of cable pretension and diameter,on the seismic behavior of a steel mega frame and cable-braced structure and obtain appropriate values of these two parameters,the Pushover analyses were made for typical steel mega frame and cable-braced structures with different pretensions and diameters of cables. It was examined the effects of different cable pretension and diameter on the failure modes,initial lateral stiffnesses,ultimate loads,top displacements and the base shears at performance points,and maximum inner-story drift angles of the structure,it could be found that the cable pretensions only have a limited impact on the maximum inner-story drift angle,and their influences on other comprehensive performance of the structure could be ignored,and the cable diameter had a small impact on the failure mode when its increment did not exceed 100%,but the cable diameter change had significant effect on the other comprehensive properties.
引文
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[2]舒赣平,张宇峰,吕志涛,等.巨型框架结构的动力性能研究及设计建议[J].土木工程学报,2003,36(2):41-62.
[3]刘洁平.楼板刚度及次框架对巨型钢框架结构反应的影响[D].哈尔滨:中国地震局工程力学研究所,2003.
[4]徐国林,金世玉,张令心,等.巨型梁设置对巨型钢框架结构地震反应的影响[J].地震工程与工程振动,2008,28(3):58-64.
[5]王廷彦.巨型框架-支撑结构的静力、动力及减震性能分析[D].广州:广州大学,2006.
[6]Sarno L,Elnashai A S.Bracing Systems for Seismic Retrofitting of Steel Frames[J].Journal of Constructional Steel Research,2009,65(2):452-265.
[7]巩玉发,王号,郭晓.罕遇地震作用下巨型框架-支撑结构体系的性能分析[J].土木建筑与环境工程,2010,32(2):274-278.
[8]唐柏鉴,阮含婷.附加阻尼的悬挂式巨型钢框架复合支撑体系模态分析[J].江苏科技大学学报:自然科学版,2008,22(4):18-23.
[9]唐柏鉴,顾盛.巨型钢框架复合支撑体系的拉索预拉力预估理论[J].解放军理工大学学报:自然科学版,2012,13(6):651-657.
[10]马珺,唐柏鉴.巨型钢框架-拉索吊挂结构拉索参数确定方法[J].力学与实践,2012,34(6):23-26.
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