钢框架—预应力索支撑结构中索断裂后结构的响应研究

发布时间：2018-10-30 17:56

【摘要】：随着科技与时代的发展,预应力技术越来越多的被应用到钢结构当中。钢框架-预应力索支撑结构正是预应力技术的创新成果之一。该结构的抗侧能力由钢框架和预应力索支撑共同提供,形成了双重抗侧体系。但是,预应力的存在使拉索内蕴大量应变能。一旦拉索因某些偶然因素而断裂,这些应变能将随之释放,继而对剩余结构造成卸载冲击并引发其动态响应。为研究钢框架-预应力索支撑结构中拉索断裂对剩余结构造成的动态响应,并分析不同参数(索力、索径等)对剩余结构动态响应剧烈程度的影响,本文将对三种典型钢框架-预应力索支撑结构进行断索分析。分析通过SAP2000有限元软件的动力分析模块实现,其中,拉索断裂过程采用非线性去除构件法模拟。分析采用的模型为单层钢框架-预应力索支撑结构、多层钢框架-预应力索支撑结构、巨型钢框架-预应力索支撑结构。得到结论如下:(1)对单层钢框架-预应力索支撑结构,分析采用的断索时间应小于0.1T1(T1为剩余结构自振周期)。最佳拉索破断函数为线性阶跃函数。阻尼越大,剩余结构动态响应越小。拉索预应力越大,剩余结构动态响应越剧烈。一般情况下剩余结构动态响应随拉索索径增加而减弱,但是当剩余结构横向竖向振型发生耦合时,动态响应显著加强。(2)对多层钢框架-预应力索支撑结构,拉索预应力越大,剩余结构动态响应越剧烈。随拉索索径增加,剩余结构不同部位动态响应变化趋势不同。随跨度增加,剩余结构不同部位动态响应变化趋势也不同。(3)对巨型钢框架-预应力索支撑结构,随拉索预应力增加,剩余结构不同部位动态响应变化趋势不同。随拉索索径增加,剩余结构不同部位动态响应变化趋势也不同。
[Abstract]:With the development of science and technology, prestressed technology is applied to steel structure more and more. Steel frame-prestressed cable-braced structure is one of the innovative achievements of prestressed technology. The anti-lateral capacity of the structure is provided by steel frame and prestressed cable bracing together, forming a double anti-lateral system. However, the existence of prestress makes the cable contain a large amount of strain energy. Once the cable breaks due to some accidental factors, these strain energies will be released, which will cause unloading impact on the remaining structure and trigger its dynamic response. In order to study the dynamic response of the cable fracture to the residual structure in the steel frame-prestressed cable braced structure, and to analyze the influence of different parameters (cable force, cable diameter, etc.) on the dynamic response intensity of the residual structure. In this paper, three typical steel frame-prestressed cable-braced structures are analyzed. The analysis is realized by the dynamic analysis module of SAP2000 finite element software, in which the nonlinear removal method is used to simulate the fracture process of the cable. The models used are single-layer steel frame-prestressed cable support structure, multi-story steel frame-prestressed cable support structure, giant steel frame-prestressed cable bracing structure. The conclusions are as follows: (1) for single-layer steel frame-prestressed cable braced structure, the time of cable breaking should be less than 0.1T1 (T1 is the residual natural vibration period). The optimal cable breaking function is linear step function. The larger the damping is, the smaller the dynamic response of the remaining structure is. The larger the cable prestress, the more dynamic response of the remaining structure. In general, the dynamic response of the residual structure decreases with the increase of cable diameter, but the dynamic response is significantly strengthened when the transverse vertical mode of the residual structure is coupled. (2) for the multi-story steel frame-prestressed cable braced structure, The larger the cable prestress, the more dynamic response of the remaining structure. With the increase of cable diameter, the dynamic response of different parts of the residual structure varies. With the increase of span, the dynamic response of different parts of the residual structure is different. (3) for the giant steel frame-prestressed cable braced structure, the dynamic response of different parts of the residual structure is different with the increase of cable prestress. With the increase of cable diameter, the dynamic response of different parts of the residual structure is different.
【学位授予单位】：江苏科技大学
【学位级别】：硕士
【学位授予年份】：2015
【分类号】：TU394

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