生态复合墙结构动力反应分析模型研究
|
摘要
独特构造及多种材料的使用与嵌套,使生态复合墙结构的动力特性计算异常复杂,故需提出其简化动力计算模型。结合课题组前期研究成果及相关理论,提出生态复合墙结构在弹性阶段简化的动力反应分析模型;建立每层复合墙体分布参数体系的运动偏微分方程,计算其振型和频率;把每层顶点位移作为上一层支座激励,利用振型叠加法对每层复合墙体进行有阻尼动力反应分析;对整体复合墙体进行动力反应分析,并与前期振动台试验结果进行对比分析。理论与试验结果表明:该简化模型计算求得的各层加速度时程反应值与试验值吻合较好,具有一定的计算精度与实用性,为生态复合墙结构在弹性阶段的动力反应分析提供了一种较为简化、实用的计算方法。
An ecological compound wall structure is a unique structure composed of many kinds of materials.It is complicated to calculate the dynamic performance of the structure so a simplified dynamic calculation model is required.Based on the previous study and the relevant theories,a simplified model for dynamic response analysis of an ecological composite wall structure in elastic stage.The partial differential equations for the distributed parameter systems of each floor of the wall were derived to calculate their modes and frequencies.In addition,the displacements of the top of each floor were taken as the support excitation of the above floor,and the vibration shape superposition method was adopted to analyze the damping dynamic response of each floor of the wall.The dynamic response analysis of the whole wall was conducted and the results were compared with the preliminary shake table test ones.Theoretic and experimental results showed that the frequency of the 1st mode and the acceleration response curves of each floor agrees well with the experimental data,so the model has certain calculation precision and practicability,it provides a better simplified and practical calculation method for dynamic response of an ecological compound wall structure in elastic stage.
An ecological compound wall structure is a unique structure composed of many kinds of materials.It is complicated to calculate the dynamic performance of the structure so a simplified dynamic calculation model is required.Based on the previous study and the relevant theories,a simplified model for dynamic response analysis of an ecological composite wall structure in elastic stage.The partial differential equations for the distributed parameter systems of each floor of the wall were derived to calculate their modes and frequencies.In addition,the displacements of the top of each floor were taken as the support excitation of the above floor,and the vibration shape superposition method was adopted to analyze the damping dynamic response of each floor of the wall.The dynamic response analysis of the whole wall was conducted and the results were compared with the preliminary shake table test ones.Theoretic and experimental results showed that the frequency of the 1st mode and the acceleration response curves of each floor agrees well with the experimental data,so the model has certain calculation precision and practicability,it provides a better simplified and practical calculation method for dynamic response of an ecological compound wall structure in elastic stage.
引文
[1]黄炜,姚谦峰.内填砌块的密肋复合墙体极限承载力计算[J].土木工程学报,2006,39(3):68-75.
[2]Singh M P,Asce F.Seismic analysis of structures with viscoelastic dampers[J].Journal of Engineering Mechanics,2009,135(6):571-579.
[3]陈清军,王汉东.地震作用下大型升船机结构的响应特征分析[J].振动与冲击,2005,24(4):52-55.
[4]黄炜,陈国新.密肋复合墙体在拟动力试验下的抗震性能研究[J].振动与冲击,2007,26(3):49-54.
[5]姚谦峰,袁泉.小高层密肋壁板轻框结构模型振动台试验研究[J].建筑结构学报,2003,24(1):59-63.
[6]Stafford S B.Methods for predicting the lateral stiffness and strength of multi-storey infilled frames[J].Building Science,1967,2:247-257.
[7]Xu Y L,Asce M,Xia H.Dynamic responseof suspension bridge to high wind and running train[J].Journal of Bridge Engineering,2003,8(1):46-55.
[8]Spencer A.The transverse module of fiber composite materia[J].Composites Sc.i and Tech,1986,27(2):93-109.
[9]黄炜,张程华.密肋壁板结构简化计算模型对比分析[J].振动与冲击,2005,28(7):188-222.
[10]包世华.新编高层建筑结构[M].北京:水利水电出版社,2006.
[11]童岳生,童申家.框架-剪力墙结构在水平荷载作用下的协同工作计算[J].工程抗震与加固改造,1989,1:20-25.
[13]Saneinejad A,Hobbs B.Inelastic design of infilled frames[J].Struct.Eng,1995,121(4):634-650.
[13]GB50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[2]Singh M P,Asce F.Seismic analysis of structures with viscoelastic dampers[J].Journal of Engineering Mechanics,2009,135(6):571-579.
[3]陈清军,王汉东.地震作用下大型升船机结构的响应特征分析[J].振动与冲击,2005,24(4):52-55.
[4]黄炜,陈国新.密肋复合墙体在拟动力试验下的抗震性能研究[J].振动与冲击,2007,26(3):49-54.
[5]姚谦峰,袁泉.小高层密肋壁板轻框结构模型振动台试验研究[J].建筑结构学报,2003,24(1):59-63.
[6]Stafford S B.Methods for predicting the lateral stiffness and strength of multi-storey infilled frames[J].Building Science,1967,2:247-257.
[7]Xu Y L,Asce M,Xia H.Dynamic responseof suspension bridge to high wind and running train[J].Journal of Bridge Engineering,2003,8(1):46-55.
[8]Spencer A.The transverse module of fiber composite materia[J].Composites Sc.i and Tech,1986,27(2):93-109.
[9]黄炜,张程华.密肋壁板结构简化计算模型对比分析[J].振动与冲击,2005,28(7):188-222.
[10]包世华.新编高层建筑结构[M].北京:水利水电出版社,2006.
[11]童岳生,童申家.框架-剪力墙结构在水平荷载作用下的协同工作计算[J].工程抗震与加固改造,1989,1:20-25.
[13]Saneinejad A,Hobbs B.Inelastic design of infilled frames[J].Struct.Eng,1995,121(4):634-650.
[13]GB50011-2001.建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心