土-结构非线性相互作用混合约束模态实施方法
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摘要
分析、探讨线性-非线性混合约束模态综合法用于土-结构相互作用的动力分析实施方法。据结构存在局部非线性特性,提出对整体结构划分为若干个线性、非线性子结构,对线性子结构只需一步提取特性矩阵并进行方程降阶,而对非线性子结构则逐步提取降阶后的等效特性矩阵。通过组装各子结构达到对整体结构特性矩阵的降阶处理。对非线性子结构凭借在小段时间Δt内利用分段等效线性化手段,通过ANSYS二次开发工具UPFs编辑写成可执行程序文件,并与MATLAB联立计算,实现特性矩阵提取。结果表明,该方法求得结构的各阶频率和动态响应时程曲线与ANSYS直接计算吻合良好。可逐步提取等效弹塑性特性矩阵,为采用变化的特性矩阵对结构进入塑性阶段深层次分析研究提供有效方法。
Here,the implementation technique of the linear-nonlinear mixed constraint modal synthesis method was analyzed for soil-structure dynamic interaction. According to the local nonlinear feature,the whole structure was divided into several linear and nonlinear sub-structures. Those linear sub-structures just required only one step to extract the characteristic matrices and reduce equation order,while for nonlinear sub-structures,they needed step by step to extract the reduced order equivalent characteristic matrices. By assembling the above sub-structures,the order of the whole structural characteristic matrix was reduced. For the nonlinear sub-structures,using the piecewise equivalent linearization method within a small time interval Δt,an executable program file to extract the characteristic matrices was edited by means of ANSYS secondary development tools UPFs and the simultaneous computation was done with MATLAB. Results show that the modal frequencies and dynamic response time history curves obtained with the above method agree well with those obtained with ANSYS direct calculation; using this method can extract the equivalent elastic-plastic feature matrices step by step,and it provides an effective tool for further studying the plastic phase dynamic analysis of structures with time-varying characteristic matrices.
Here,the implementation technique of the linear-nonlinear mixed constraint modal synthesis method was analyzed for soil-structure dynamic interaction. According to the local nonlinear feature,the whole structure was divided into several linear and nonlinear sub-structures. Those linear sub-structures just required only one step to extract the characteristic matrices and reduce equation order,while for nonlinear sub-structures,they needed step by step to extract the reduced order equivalent characteristic matrices. By assembling the above sub-structures,the order of the whole structural characteristic matrix was reduced. For the nonlinear sub-structures,using the piecewise equivalent linearization method within a small time interval Δt,an executable program file to extract the characteristic matrices was edited by means of ANSYS secondary development tools UPFs and the simultaneous computation was done with MATLAB. Results show that the modal frequencies and dynamic response time history curves obtained with the above method agree well with those obtained with ANSYS direct calculation; using this method can extract the equivalent elastic-plastic feature matrices step by step,and it provides an effective tool for further studying the plastic phase dynamic analysis of structures with time-varying characteristic matrices.
引文
[1]王菲.地基土-高层建筑相互作用的动态子结构法[D].天津:天津大学,2010.
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[4]闫相桥,杜善义,王铎.材料非线性有限元分析中组织结构刚度阵的子结构法[J].哈尔滨工业大学学报,1989,12(6):100-103.YAN Xiang-qiao,DU Shan-yi,WANG Duo.An effective method of assembling the structural stiffness matrix in material nonlinear finite element analyses[J].Journal of Harbin Institute of Technology,1989,12(6):100-103.
[5]柳国环,陆新征.基岩地震谱与地震动位移输入的土-结构相互作用(SSI)计算模型改进[J].岩石力学与工程学报,2011,30(5):84-89.LIU Guo-huan,LU Xin-zheng.Spectra of bedrock earthquake motion and improvement of soil-structure interaction(SSI)calculation model for seismic displacement inputting[J].Chinese Journal of Rock Mechanics and Engineering,2011,30(5):84-89.
[6]应祖光,叶淑琴,金林.基于固定界面子结构模态的频响函数精确综合法[J].振动与冲击,2010,29(3):132-133.YING Zu-guang,YE Shu-qin,JIN Lin.Exact frequency response function synthesis method using interface fixed substructure modes[J].Journal of Vibration and Shock,2010,29(3):132-133.
[2]白建方,楼梦麟.基于动力子结构方法的场地地震反应分析方法[J].震灾防御技术,2008,3(2):145-154.BAI Jian-fang,LOU Meng-lin.The dynamic sub-structure method for seismic response of irregular topography[J].Technology for Earth-quake Disaster Prevention,2008,3(2):145-154.
[3]曲哲,叶列平.计算结构非线性地震峰值响应的等价线性化模型[J].工程力学,2011,28(10):93-100.QU Zhe,YE Lie-ping.An equivalent linear model to estimate maximum inelastic seismic responses of structural systems[J].Engineering Mechanics,2011,28(10):93-100.
[4]闫相桥,杜善义,王铎.材料非线性有限元分析中组织结构刚度阵的子结构法[J].哈尔滨工业大学学报,1989,12(6):100-103.YAN Xiang-qiao,DU Shan-yi,WANG Duo.An effective method of assembling the structural stiffness matrix in material nonlinear finite element analyses[J].Journal of Harbin Institute of Technology,1989,12(6):100-103.
[5]柳国环,陆新征.基岩地震谱与地震动位移输入的土-结构相互作用(SSI)计算模型改进[J].岩石力学与工程学报,2011,30(5):84-89.LIU Guo-huan,LU Xin-zheng.Spectra of bedrock earthquake motion and improvement of soil-structure interaction(SSI)calculation model for seismic displacement inputting[J].Chinese Journal of Rock Mechanics and Engineering,2011,30(5):84-89.
[6]应祖光,叶淑琴,金林.基于固定界面子结构模态的频响函数精确综合法[J].振动与冲击,2010,29(3):132-133.YING Zu-guang,YE Shu-qin,JIN Lin.Exact frequency response function synthesis method using interface fixed substructure modes[J].Journal of Vibration and Shock,2010,29(3):132-133.
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