地震作用下“板型”高层钢混框架结构响应分析
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摘要
义马某气化炉厂房,长56 m,宽19.5 m,高56 m,为"板型"钢筋混凝土框架结构体系。考虑该厂房中设备对系统动力特性的影响,采用大型有限元软件ANSYS对结构的自振特性进行分析。结果表明:结构在第四、五阶模态呈现翘曲模态,充分显示了结构的厚板特征。通过对3种地震波作用下结构位移和加速度响应的对比分析,显示框架结构对天津波反应比较敏感。通过对地震信号进行FFT变换,显示结构前5阶频率均处于天津波能量谱最大范围内,证实了结构对天津波敏感的原因。
The Yima gasification furnace workshop,which is 56 m long,19.5 m wide and 56 m high,is made up of high-rise reinforced concrete frame.Structural dynamic performance is studied by considering the effect of the devices with in the workshop on the frame.The natural vibration characteristics are analyzed by using the large general structure analysis software ANSYS.The results show that the fourth and fifth modes are both buckling modes.It verifies the structure is of the plate-shape character.The frame is more sensitive to Tianjin wave through comparison of the displacement and the acceleration of the frame under three seismic waves.FFT transform to seismic signal demonstrates that the first five modes of the structure all lie in the range of maximum energy spectrum of Tianjin wave.It explains the reasons for the sensitivity of the frame to Tianjin wave.
The Yima gasification furnace workshop,which is 56 m long,19.5 m wide and 56 m high,is made up of high-rise reinforced concrete frame.Structural dynamic performance is studied by considering the effect of the devices with in the workshop on the frame.The natural vibration characteristics are analyzed by using the large general structure analysis software ANSYS.The results show that the fourth and fifth modes are both buckling modes.It verifies the structure is of the plate-shape character.The frame is more sensitive to Tianjin wave through comparison of the displacement and the acceleration of the frame under three seismic waves.FFT transform to seismic signal demonstrates that the first five modes of the structure all lie in the range of maximum energy spectrum of Tianjin wave.It explains the reasons for the sensitivity of the frame to Tianjin wave.
引文
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[2]尚晓江,邱峰,赵海峰.ANSYS结构有限元高级分析方法与范例应用[M].北京:中国水利水电出版社,2005.
[3]包世华,徐礼华.用ANSYS分析某高层建筑的非线性地震反应[J].武汉大学学报,2003,36(4):83-87.
[4]杜修力.结构弹塑性地震反应现状评述[J].工程力学,1994,11(2):99-104.
[5]程绍革,王里,张允顺.弹塑性时程分析方法及其应用[J].建筑结构学报,2000,21(1):52-56.
[6]王元丰,储德文.精细时程积分法在地震响应分析中的应用[J].土木工程学报,2004,37(1):20-23.
[7]王新敏.ANSYS工程结构数值分析[M].北京:人民交通出版社,2007.
[8]GB 50011—2001建筑抗震设计规范[S].
[9]赵西安.现代高层建筑结构设计[M].北京:科学出版社,2000.
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