单层球壳模型结构振动台试验研究
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摘要
通过对单层球壳结构模型的振动台试验,分析了结构在地震作用下的破坏模式。为使模型呈现不同的倒塌模式,设计了3个缩尺比为1/10的试验模型:模型1与模型3以期发生承载力破坏倒塌模式;模型2设置6个薄弱区,以期发生动力失稳。采用多次加载方案,水平向输入地震波,逐级提高峰值加速度,完成振动台试验。采用基线调整法对原始试验数据进行校正;采用有限元软件ANSYS中的大质量法对试验模型进行考虑双非线性的多点输入时程分析,获得结构动力响应;采用自编程序对模型结构进行有限元塑性分析。结果表明:试验模型的倒塌模式与试验预期结果吻合良好,验证了振动台试验的完备性;有限元分析结果与实测结果吻合较好,验证了数值计算方法的正确性。
In this paper,the collapse failure modes under seismic excitations of single-layer latticed spherical shells are analyzed through shaking table tests.In order to exhibit different collapse modes,three 1/10 scale testing models were designed with characteristics as follows: model 1 and model 3 were expected to collapse in the strength failure mode;model 2 possessed six weak parts located on six radial main rib zones and was expected to collapse in the dynamic instability mode.By increasing the peak ground accelerations of seismic waves along horizontal direction gradually,the shaking table tests were conducted until all three models collapsed(or locally collapsed).The original test results were corrected according to the baseline adjustment method.By the large mass method(LMM) in ANSYS,time history analysis under multi-support excitations was carried out for the testing models,considering geometric nonlinearity and material nonlinearity.The structural dynamic response was obtained and the FEM plastic analysis was conducted by self-compiling program via connecting the data of ANSYS and MATLAB.The test results show that the failure modes of models are well consistent with the expectations,which verifies the completeness of the testing scheme.And the numerical model is also proved to be reasonable by comparing the theoretical and experimental results.
In this paper,the collapse failure modes under seismic excitations of single-layer latticed spherical shells are analyzed through shaking table tests.In order to exhibit different collapse modes,three 1/10 scale testing models were designed with characteristics as follows: model 1 and model 3 were expected to collapse in the strength failure mode;model 2 possessed six weak parts located on six radial main rib zones and was expected to collapse in the dynamic instability mode.By increasing the peak ground accelerations of seismic waves along horizontal direction gradually,the shaking table tests were conducted until all three models collapsed(or locally collapsed).The original test results were corrected according to the baseline adjustment method.By the large mass method(LMM) in ANSYS,time history analysis under multi-support excitations was carried out for the testing models,considering geometric nonlinearity and material nonlinearity.The structural dynamic response was obtained and the FEM plastic analysis was conducted by self-compiling program via connecting the data of ANSYS and MATLAB.The test results show that the failure modes of models are well consistent with the expectations,which verifies the completeness of the testing scheme.And the numerical model is also proved to be reasonable by comparing the theoretical and experimental results.
引文
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[2]叶继红,沈祖炎.单层网壳结构的动力稳定实验研究[J].空间结构,1997,3(2):34-39.(Ye Jihong,ShenZuyan.Experiment research on dynamic stability ofsingle layer latticed structures[J].Spatial Structures,1997,3(2):34-39.(in Chinese))
[3]李忠学,沈祖炎,邓长根,等.钢网壳模型的动力稳定性振动台试验研究[J].试验力学,1999,14(4):481-491.(Li Zhongxue,Shen Zuyan,Deng Changgen,et al.Research on the dynamic stability of steelreticulated shells via shaking table test[J].Journal ofExperimental Mechanics,1999,14(4):481-491.(inChinese))
[4]秦乃兵,张毅刚,茹洋.采用新型阻尼杆的双层柱面网壳结构减震分析与试验研究[J].建筑结构学报,2005,26(6):108-113.(QIN Naibing,ZHANGYigang,RU Yang.Shaking table experimental study onearthquake resistance control of double-layer latticedcylindrical shell with new type damper elements[J].Journal of Building Structures,2005,26(6):108-113.(in Chinese))
[5]Liu J,Xue S,Yamada M.Comparison betweenexperimental result and numerical analysis for dynamicresponse of a single-layer latticed dome[C]//Proceeding of Asia-Pacific Conference on Shell andSpatial Structures.Beijing:China Civil EngineeringSociety,1996:668-673.
[6]Ye Jihong,Liu Wenzheng,Pan Rui.Research onfailure scenarios of domes based on form vulnerability[J].Science China:Series E:Technological Sciences,2011,54(11):2834-2853.
[7]李吉涛,杨庆山.地震波基线漂移的处理方法[J].北京交通大学学报,2010,34(1):95-99.(Li Jitao,YangQingshan.A correction method for baseline drift ofseismic wave[J].Journal of Beijing JiaotongUniversity,2010,34(1):95-99.(in Chinese))
[8]Leger P,Ide I M,Paultre P.Multiple-support seismicanalysis of large structures[J].Computers&Structures,1990,36(6):1153-1158.
[9]Nazmy A S,Abdel-Ghffor A M.Effect of ground motionspatial variability on the response of cable-stayedbridges[J].Earthquake Engineering&StructureDynamics,1992,21(1):1-20.
[10]Loh C H,Ku B D.An efficient analysis of structuralresponse for multiple-support seismic excitations[J].Engineering Structure,1995,17(1):15-26.
[11]Ye Jihong,Zhang Zhiqiang,Chu Ye.Strength behaviorand collapse of spatial-reticulated structures undermulti-support excitation[J].Science China:Series E:Technological Sciences,2011,54(6):1624-1638.
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