既有高耸钢结构风致疲劳寿命时域分析方法及实例
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摘要
以某港区高杆照明装置为例,探讨了既有高耸钢结构风致疲劳寿命的时域分析方法。该方法首先通过现场实测校正结构动力分析模型,而后采用谐波叠加法模拟脉动风场,计算脉动风动力作用下结构控制细节应力谱,最后基于现场风向风速监测资料统计得到的各风向概率及相应的风速分布,采用热点应力法估算各控制细节年疲劳损伤度及剩余疲劳耐久年数。实例计算结果与现场实际情况吻合较好,可供类似结构的风致疲劳分析参考。
Taking the fatigue life analysis of a high mast lighting system for example , it was discussed the time-domain analyzing method of wind-induced fatigue for existing high-rise steel structure.Firstly , the calibration model was got by the field measurement of structure dynamic characteristic.Secondly , wave superposition method was used to simulate stochastic wind field and calculate the stress spectrum of structure under fluctuating wind load action.Thirdly , probability of wind direction and corresponding distribution of wind velocity were obtained based on statistics of in-situ measurement data of wind speed and direction.At last , the fatigue damage and predict residual life could be calculated based on hot-spot stress method and linear damage rule.
Taking the fatigue life analysis of a high mast lighting system for example , it was discussed the time-domain analyzing method of wind-induced fatigue for existing high-rise steel structure.Firstly , the calibration model was got by the field measurement of structure dynamic characteristic.Secondly , wave superposition method was used to simulate stochastic wind field and calculate the stress spectrum of structure under fluctuating wind load action.Thirdly , probability of wind direction and corresponding distribution of wind velocity were obtained based on statistics of in-situ measurement data of wind speed and direction.At last , the fatigue damage and predict residual life could be calculated based on hot-spot stress method and linear damage rule.
引文
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[2]陈英俊,于希哲.风荷载计算[M].北京:中国铁道出版社,1998.
[3]张相庭.工程结构风荷载理论及抗风计算手册[M].上海:同济大学出版社,1990.
[4]邓洪洲,屠海明,王肇民.桅杆结构随机风振疲劳研究[J].土木工程学报,2003,36(4):19-23.
[5]汪之松,李正良,肖正直,等.输电塔线耦合体系的风振疲劳时域分析[J].华南理工大学学报:自然科学版,2010,38(4):106-111.
[6]黄健,娄宇.桅杆结构风振疲劳的时域分析[J].特种结构,2006,23(3):25-27.
[7]GB50135-2006高耸结构设计规范[S].
[8]GB50017-2003钢结构设计规范[S].
[9]YB9257-96钢结构检测评定及加固技术规程[S].
[10]DG/T J08-2011-2007钢结构检测与鉴定技术规程[S].
[11]徐建波,邓洪洲,王肇民.考虑非高斯和宽带修正的桅杆风振疲劳分析[J].同济大学学报:自然科学版,2004,32(7):889-892.
[12]Holmes J D.Fatigue Under Along-Wind Loading:Closed-Form Solution[J].Engineering Structure,2002,24(1):109-114.
[13]夏品奇.斜拉桥有限元建模与模型修正[J].振动工程学报,2003,16(2):219-223.
[14]欧进萍,王光远.结构随机振动[M].北京:高等教育出版社,1998.
[15]《公路桥梁抗风设计指南》编写组.公路桥梁抗风设计指南[M].北京:人民交通出版社,1996.
[16]曾宪武,韩大建.大跨度桥梁风场模拟方法对比研究[J].地震工程与工程振动,2004,24(1):135-140.
[17]Hobbacher A.Recommendations for Fatigue Design of Welded Joints and Components[R].Paris:International Institute of Welding,2005.
[18]EN1993-1-9:2005Design of Steel Structures Part1-9:Fatigue[S].
[19]Savaidis G,Vormwald M,Hot-Spot Stress Evaluation of Fa-tigue in Welded Structural Connections Supported by Finite El-ement Analysis[J].International Journal of Fatigue,2000(22):85-91.
[20]中国铁道科学研究院铁道科学技术研究发展中心.钢桥典型裂纹成因及整治措施研究[R].北京:中国铁道科学研究院,2009.
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