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单层索网幕墙中玻璃与索协同工作的数值模拟 总被引:1,自引:0,他引:1
采用了数值模拟的方法对考虑玻璃与索协同工作的单层平面索网玻璃幕墙结构静力性能进行研究,通过参数分析讨论了玻璃自重、拉索截面积、网格数、风荷载、拉索预应力等因素对玻璃贡献的影响,得到了一些有实用意义的结论。 相似文献
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采用了数值模拟的方法对考虑玻璃与索协同工作的单层平而索网玻璃幕墙结构静力性能进行研究,通过参数分析讨论了玻璃自重、拉索截面积、网格数、风荷载、拉索预应力等因素对玻璃贡献的影响,得到了一些有实用意义的结论。 相似文献
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单层索网点支式玻璃幕墙的静力性能研究 总被引:3,自引:0,他引:3
采用了数值模拟的方法对考虑玻璃与索协同工作的单层平面索网玻璃幕墙结构静力性能进行研究,通过参数分析讨论了玻璃自重、拉索截面积、网格数、风荷载、拉索预应力等因素对玻璃贡献的影响,得到了一些有实用意义的结论。 相似文献
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目前,单层索网玻璃幕墙在现代建筑中得到了日益广泛的应用,其拉索受力研究通常采用拉索与玻璃分开进行分析.本文利用有限元3D实体模型,考虑了竖向与横向预应力拉索非平面及夹板连接件与玻璃之间的作用,设置了玻璃厚度、竖向预应力索与玻璃间距、竖向索与横向索间距、索直径和预应力等参数,在风荷载和自重荷载共同作用下,对夹板连接单层索网玻璃幕墙协同工作下的拉索,在各种参数下进行了受力有限元分析,并与以通常计算方式所计算的结果进行了比较,为进一步完善点式玻璃的设计和在实际工程中单层索网玻璃幕墙进行整体受力分析提供了依据. 相似文献
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肖华 《中国建筑金属结构》2009,(8):23-26
一、概述
拉索式点连接全玻璃幕墙是将玻璃面板用钢爪固定在张拉索结构的全玻璃幕墙。它由三个部份组成:玻璃面板、张拉索结构、锚定结构。
张拉索是跨越幕墙支承跨度的重要构件,张拉索悬挂在锚定结构上,它由按一定规律布置的高张强度的索或索和连系杆组成。张拉索起着形成幕墙系统,承担幕墙承受的荷载并将其传至锚定结构的任务。 相似文献
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单层平面索网幕墙结构玻璃与索网协同工作的动力性能研究 总被引:4,自引:0,他引:4
采用模型试验和理论分析的方法对单层平面索网玻璃幕墙结构玻璃与索协同工作的动力性能进行研究。首先通过结构自振特性试验研究玻璃对于索网结构频率、振型以及阻尼的影响,然后提出了动力荷载作用下玻璃与索网的协同工作机理,据此建立玻璃与索网协同工作的数值模型,采用该模型从理论上分析了结构的自振特性。理论分析和试验结果表明:玻璃的抗弯效应对结构第一阶模态影响较小,对结构的高阶模态影响比较明显;索网 玻璃结构的阻尼远大于索网的阻尼,玻璃幕墙结构的阻尼比主要是由玻璃提供的。 相似文献
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Dynamic performance of cable net facades 总被引:1,自引:0,他引:1
Ruo-qiang Feng Lin-lin Zhang Yue Wu Shi-zhao Shen 《Journal of Constructional Steel Research》2009,65(12):2217-2227
Model tests and finite element analyses were conducted to study the performance of cable net facades with glass panels under dynamic loadings. The effects of the glass panels on the free vibration frequencies, damping and dynamic responses of the cable net facade were investigated using dynamic characteristics and shaking table tests. Based on the test results, a mechanism to describe the glass panels working in coordination with the cable net was proposed. Under the proposed mechanism, a numerical model of the glass panels working in coordination with the cable net was established, and the corresponding analyses of the dynamic characteristics and seismic responses of the cable net facade were performed. The present study shows that the bending stiffness of the glass panels has little effect on the first mode of the cable net facade, but its effect is substantial on the high modes. For the damping of the cable net facade, the glass panels play a dominant role. The seismic response of the cable net facade on most occasions is mainly reflected by the symmetric modes; the first vibration mode is dominant. 相似文献
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Gang Shi Yongzhi Zuo Xiaohao Shi Yongjiu Shi Yuanqing Wang Zaoyang Guo 《Frontiers of Architecture and Civil Engineering in China》2010,4(3):383-395
The single-layer cable net supported glass curtain wall has been applied in many building structures all over the world. In
service, it will inevitably be subject to various damages. To study the influence of such damages on the static behavior of
the single-layer cable net supported glass curtain wall, a full-scale model with the outside outline size of 4.85 m × 4.85
m and 4 × 4 grids is designed and tested. Two kinds of damages that are the cable prestress loss and cable anchorage end failure
are led into the structure model during the test, and their influence has been investigated. The stiffness contribution of
glass panels to the single-layer cable net supported glass curtain wall structure with or without damages and its change have
been tested and analyzed. The results show that the maximum change rate of nodal deflection is 13.78% for the damage of cable
prestress loss, while the change rate of nodal deflection is between 7% and 22% for the damage of cable anchorage end failure.
The influence degree of the damages depends on the ratio of the structure initial stress stiffness change caused by damages
to the total stiffness of the structure. The stiffness contribution of glass panels increases with the load increase. Under
the same loading condition, the stiffness contribution of glass panels to the damaged structure is greater than that to the
intact structure. The stiffness contribution of glass panels reduces the effect of the damages on the structural displacement
and the cable tension force, but the glass panel could break if its stiffness contribution is too large. 相似文献
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点支承玻璃幕墙结构多采用四点支承玻璃板,当玻璃板的跨度过大时,可采用六点支承板,而现有的《玻璃幕墙工程技术规范》(JGJ102-2003)及《点支式玻璃幕墙工程技术规程》(CECS 127:2001)并未给出六点支承玻璃板应力及挠度的设计计算公式。本文主要通过有限元方法对六点支承玻璃板的抗弯性能进行分析,考虑面外均布荷载、玻璃板的厚度及平面尺寸的变化对六点支承玻璃板应力及挠度的影响,得到玻璃板的应力及挠度随上述各参数变化的规律;并比较了六点支承玻璃板和四点支承玻璃板的计算结果,提出了六点支承玻璃板的设计建议。 相似文献