跳格布置对无内环空间索桁结构抗风性能影响研究  

Influence of grid-jumping arrangement on wind resistance performance of space cable-truss structure without inner ring

作　　者：薛素铎[1] 刘青[1] 李雄彦[1] 鲁建 赵彦国 张振[1] XUE Suduo;LIU Qing;LI Xiongyan;LU Jian;ZHAO Yanguo;ZHANG Zhen(Faculty of Architecture,Civil and Transportation Engineering,Beijing University of Technology,Beijing 100124,China)

机构地区：[1]北京工业大学城市建设学部,北京100124

出　　处：《建筑结构》2021年第20期60-67,109,共9页Building Structure

基　　金：国家自然科学基金(51778017);国家自然科学基金项目(51878014)。

摘　　要：无内环空间索桁结构作为一种新型索桁张拉结构,具有跨度大、自重轻、抗连续性倒塌性能优越等特点。通过CFD技术模拟了结构的表面风压系数;利用线性滤波器法中的AR法,模拟了结构上表面所有节点的脉动风速时程;采用时域分析法,与原结构相比,研究了三种跳格布置方案的结构在风荷载作用下位移、内力以及风振系数的变化情况。研究结果表明:风荷载作用下,跳格布置方案主要增大了结构在跳格处的竖向位移,对于非跳格处影响有限。分别采用三种方案,即方案1:内环1所有压杆跳格;方案2:内环2所有压杆跳格;方案3:内环3所有压杆跳格。其中,采用方案3的结构竖向位移不满足《索结构技术规程》(JGJ 257—2012)中的相关要求;除采用方案2的结构压杆内力外,采用方案1,2的结构与原结构在最大内力和位移两方面基本一致。跳格布置仅对结构在跳格处的节点位移风振系数有影响,而对内力风振系数以及非跳格处节点位移风振系数无显著影响。建议原方案、方案1和方案2的结构位移风振系数分别取1.55,1.68,1.52。3种方案的上弦索、下弦索、压杆内力风振系数分别取1.07,1.11,1.13。As a new type of cable-truss tension structure, space cable-truss structure without inner ring(SCSWIRC) has the characteristics of large span, light weight and superior resistance to progressive collapse. The surface wind pressure coefficient of the structure was simulated by CFD technology. The AR method of linear filter method is used to simulate the fluctuating wind speed time history of all nodes on the surface of the structure. The time-domain analysis method was used to study the changes of displacement, internal force and wind vibration coefficient square of the structures with three jumper layout schemes under wind load compared with the original structure. The results show that under the action of wind load, the lattice layout scheme mainly increases the vertical displacement of the structure at the lattice, and has limited influence on the non-lattice. Three schemes are adopted respectively, scheme 1: all strut jumps in inner ring 1;scheme 2: all strut jumpers in inner ring 2;scheme 3: all strut jumpers in inner ring 3. Among them, the vertical displacement of the structure using scheme 3 does not meet the relevant requirements of Technical specification for cable structure(JGJ 257—2012). In addition to the internal force of the strut in scheme 2, the structure in scheme 1 and scheme 2 is basically consistent with the original structure in the maximum internal force and displacement. The lattice layout only affects the wind-induced vibration coefficient of the node displacement of the structure at the lattice, but has no significant effect on the wind-induced vibration coefficient of the internal force and the wind-induced vibration coefficient of the node displacement at the non-lattice. It is suggested that the structural displacement wind vibration coefficients of the original scheme, scheme 1 and scheme 2 are 1.55, 1.68 and 1.52, respectively. The wind-induced vibration coefficients of the internal forces of the upper chord, the lower chord and the compression bar of the three schemes are 1.07, 1.

关 键 词：无内环空间索桁结构 跳格布置 静风响应 脉动风响应 风振系数 

分 类 号：TU391[建筑科学—结构工程]