多跨连续梁桥的非线性风响应时程分析
发布时间：2019-02-09 07:36
【摘要】：摘要：我国每年约有10次台风登陆,风灾频繁发生并严重威胁着人民群众的生命和财产安全,而大跨度桥梁是生命线工程,对于一些难以跨域的地形显得尤为重要,因此对大跨度桥梁结构的抗风研究工作非常重要。 目前,使用比较广泛的是使用频域法求解桥梁风响应,该方法目前已经可以完备地解决线性问题,而实际工程中总是不可避免地出现几何、材料及接触非线性问题。这都致使频域分析方法只能进行近似计算,其结果与解析解之间产生不可避免的差距。这时应考虑使用时程分析方法,采用可接受的精度来研究此类问题。 本文针对频域分析方法的不足之处,首先研究了随机模拟方法,编制了适合模拟脉动风速时程的FORTRAN程序,模拟出了具有空间相关性的六维脉动风速时程,从而为后续的多跨连续梁桥的风响应分析做了必要准备；其次,归纳了目前常用的数值积分方法,并对各种方法的优点和不足进行了合理评价。最后利用模拟的脉动风速时程与工程实地的平均风资料计算风荷载,再利用计算的风荷载通过Newmark-β数值积分方法,计算了多跨连续梁桥的非一致激励下的风致抖振响应时程,并与频域法得到的结果进行了对比,发现了二者之间有较大的差别,从而为大跨度桥梁的抗风设计工作和桥梁风灾的治理工作提供了可以参考的方法和结论。图45幅,表23个,参考文献
[Abstract]:Absrtact: there are about 10 typhoons landing every year in China. Wind disasters occur frequently and threaten the lives and property of the people seriously. The long-span bridges are lifeline projects, which are especially important for the terrain which is difficult to cross the region. Therefore, it is very important to study the wind resistance of long-span bridge structures. At present, the frequency-domain method is widely used to solve the wind response of bridges. This method can solve the linear problem completely. However, geometric, material and contact nonlinear problems are always inevitable in practical engineering. As a result, the frequency domain analysis method can only be approximately calculated, and there is an inevitable gap between the results and the analytical solution. We should consider using time history analysis method and adopt acceptable precision to study this kind of problem. Aiming at the shortcomings of the frequency domain analysis method, this paper first studies the stochastic simulation method, compiles the FORTRAN program suitable for simulating the fluctuating wind speed time history, and simulates the six dimensional fluctuating wind speed time history with spatial correlation. Therefore, it is necessary to prepare for the wind response analysis of the multi-span continuous girder bridge. Secondly, the common numerical integration methods are summarized, and the advantages and disadvantages of these methods are evaluated reasonably. Finally, the wind load is calculated by using the simulated pulsating wind velocity time history and the average wind data in the engineering field. Then, the wind-induced buffeting response time history of a multi-span continuous beam bridge under non-uniform excitation is calculated by using the Newmark- 尾 numerical integral method. Compared with the results obtained by the frequency-domain method, it is found that there is a great difference between the two methods, thus providing a reference method and conclusion for the wind-resistant design of long-span bridges and the management of bridge wind disasters. 45 figures, 23 tables, references
【学位授予单位】：中南大学
【学位级别】：硕士
【学位授予年份】：2014
【分类号】：U448.215;U441.3
本文编号：2418853
[Abstract]:Absrtact: there are about 10 typhoons landing every year in China. Wind disasters occur frequently and threaten the lives and property of the people seriously. The long-span bridges are lifeline projects, which are especially important for the terrain which is difficult to cross the region. Therefore, it is very important to study the wind resistance of long-span bridge structures. At present, the frequency-domain method is widely used to solve the wind response of bridges. This method can solve the linear problem completely. However, geometric, material and contact nonlinear problems are always inevitable in practical engineering. As a result, the frequency domain analysis method can only be approximately calculated, and there is an inevitable gap between the results and the analytical solution. We should consider using time history analysis method and adopt acceptable precision to study this kind of problem. Aiming at the shortcomings of the frequency domain analysis method, this paper first studies the stochastic simulation method, compiles the FORTRAN program suitable for simulating the fluctuating wind speed time history, and simulates the six dimensional fluctuating wind speed time history with spatial correlation. Therefore, it is necessary to prepare for the wind response analysis of the multi-span continuous girder bridge. Secondly, the common numerical integration methods are summarized, and the advantages and disadvantages of these methods are evaluated reasonably. Finally, the wind load is calculated by using the simulated pulsating wind velocity time history and the average wind data in the engineering field. Then, the wind-induced buffeting response time history of a multi-span continuous beam bridge under non-uniform excitation is calculated by using the Newmark- 尾 numerical integral method. Compared with the results obtained by the frequency-domain method, it is found that there is a great difference between the two methods, thus providing a reference method and conclusion for the wind-resistant design of long-span bridges and the management of bridge wind disasters. 45 figures, 23 tables, references
【学位授予单位】：中南大学
【学位级别】：硕士
【学位授予年份】：2014
【分类号】：U448.215;U441.3
【参考文献】
相关期刊论文 前3条
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3 韦勇,陈国平;结构非比例阻尼矩阵的建模和识别[J];南京航空航天大学学报;2004年06期
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