- 摘 要
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(北京工業(yè)大學(xué)城市建設(shè)學(xué)部， 北京 100124)
［摘要］無內(nèi)環(huán)空間索桁結(jié)構(gòu)作為一種新型索桁張拉結(jié)構(gòu)，具有跨度大、自重輕、抗連續(xù)性倒塌性能優(yōu)越等特點。通過CFD技術(shù)模擬了結(jié)構(gòu)的表面風(fēng)壓系數(shù)；利用線性濾波器法中的AR法，模擬了結(jié)構(gòu)上表面所有節(jié)點的脈動風(fēng)速時程；采用時域分析法，與原結(jié)構(gòu)相比，研究了三種跳格布置方案的結(jié)構(gòu)在風(fēng)荷載作用下位移、內(nèi)力以及風(fēng)振系數(shù)的變化情況。研究結(jié)果表明：風(fēng)荷載作用下，跳格布置方案主要增大了結(jié)構(gòu)在跳格處的豎向位移，對于非跳格處影響有限。分別采用三種方案，即方案1：內(nèi)環(huán)1所有壓桿跳格；方案2：內(nèi)環(huán)2所有壓桿跳格；方案3：內(nèi)環(huán)3所有壓桿跳格。其中，采用方案3的結(jié)構(gòu)豎向位移不滿足《索結(jié)構(gòu)技術(shù)規(guī)程》（JGJ 257—2012）中的相關(guān)要求；除采用方案2的結(jié)構(gòu)壓桿內(nèi)力外，采用方案1，2的結(jié)構(gòu)與原結(jié)構(gòu)在最大內(nèi)力和位移兩方面基本一致。跳格布置僅對結(jié)構(gòu)在跳格處的節(jié)點位移風(fēng)振系數(shù)有影響，而對內(nèi)力風(fēng)振系數(shù)以及非跳格處節(jié)點位移風(fēng)振系數(shù)無顯著影響。建議原方案、方案1和方案2的結(jié)構(gòu)位移風(fēng)振系數(shù)分別取1.55，1.68，1.52。3種方案的上弦索、下弦索、壓桿內(nèi)力風(fēng)振系數(shù)分別取1.07，1.11，1.13。
［關(guān)鍵詞］無內(nèi)環(huán)空間索桁結(jié)構(gòu)；跳格布置；靜風(fēng)響應(yīng)；脈動風(fēng)響應(yīng)；風(fēng)振系數(shù)
中圖分類號：TU391 文獻標(biāo)識碼： A文章編號：1002-848X(2021)20-0060-08
Influence of grid-jumping arrangement on wind resistance performance of space cable-truss structure without inner ring
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)
Abstract: 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, 1.11 and 1.13, respectively.
Keywords:space cable-truss structure without inner ring； grid-jumping； static wind response； fluctuating wind response； wind vibration coefficient
*國家自然科學(xué)基金(51778017)，國家自然科學(xué)基金項目(51878014)。
作者簡介：薛素鐸，教授，博士生導(dǎo)師，Email:sdxue@bjut.edu.cn； 通信作者：李雄彥，博士，教授，博士生導(dǎo)師，Email：xiongy2006@126.com。
