空间双向张弦梁结构简谐激振动力分析
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摘要
针对上弦型钢空间双向张弦梁同时考虑几何非线性与材料非线性,对结构施加简谐激振荷载作用研究其动力响应。采用有限元数值分析方法,通过模态分析、谐响应分析及时间历程分析等手段,考察不同作用位置和不同作用频率的激振荷载作用下的动力响应数值计算结果。计算表明,上弦型钢空间双向张弦梁结构的频率较密集,整体刚度较大,改善了张弦梁结构偏柔的性能,对简谐激励荷载的动力响应有非常积极的控制作用,同时找出结构的薄弱环节及动力响应规律。
According to BSS that is space two-way and bent section steel,and considering the geometric and material nonlinearity,harmonic excitation loads are exerted to the structure to study its dynamic response.Using finite element analysis method,through the modal analysis and harmonic response analysis as well as the time history analysis method,the numerical calculation results of the dynamic response under vibration load of different roles in different position and role in frequency are inspected.Calculation results show that frequency of the BSS is dense,and its stiffness is larger,so its partial soft performance is improved.And BSS has a very positive control function to dynamic response of simple harmonic excitation load.Finally,the weak link of structure and rule of dynamic response are found out.
According to BSS that is space two-way and bent section steel,and considering the geometric and material nonlinearity,harmonic excitation loads are exerted to the structure to study its dynamic response.Using finite element analysis method,through the modal analysis and harmonic response analysis as well as the time history analysis method,the numerical calculation results of the dynamic response under vibration load of different roles in different position and role in frequency are inspected.Calculation results show that frequency of the BSS is dense,and its stiffness is larger,so its partial soft performance is improved.And BSS has a very positive control function to dynamic response of simple harmonic excitation load.Finally,the weak link of structure and rule of dynamic response are found out.
引文
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[2]丁阳,岳增国,刘锡良.大跨度张弦梁结构的地震响应分析[J].地震工程与工程振动,2003,23(5):163-168.
[3]王秀丽,丁南生,崔继付.张弦梁结构的自振特性[J].兰州理工大学学报,2006,32(40):105-108.
[4]夏循.张弦梁结构的动力性能研究[D].杭州:浙江大学,2004.
[5]丁南生.张弦梁结构动力反应分析及抗震性能研究[D].兰州:兰州理工大学,2005.
[6]乔文涛,韩庆华.平面张弦梁结构的风致响应分析[J].河北工业大学学报,2006.
[7]刘锡良,白正仙.张弦梁结构的有限元分析[J],空间结构,1998.11(4):15-22.
[8]白正仙,刘锡良,李义生.单榀张弦梁结构各因数的影响分析[J].结构分析与计算,2001,3(16):42-47.
[9]Holzer S M.Static and Dynamic Stability of Reticulated Shel1s[C]//International Colloquium on Stability of Structures UnderStatic and Dynamic Loads.1977:27-39.
[10]Holzer S M.Degree of Stability of Equilibrium[J].Struct.Mech,1974,3(1):61-75.
[11]Coan C H,Plaut R H.Dynamic Stability of a Lattice Dome[J].Earthquake Eng.and Structures,1983,11(3):269-274.
[12]苑宏宇,叶继红,沈世钊,等.单层球面网壳在简单动荷载作用下的失效研究[J].工程抗震与加固改造,2006(8):10-17.
[13]栗荣刚.单层鞍形网壳强动力荷载下破坏模式的研究[D].北京:北京交通大学,2008.
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