钢管混凝土框架结构模型抗震试验研究
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摘要
对一圆钢管混凝土框架结构模型进行模拟地震振动台试验研究.试验时输入El-Centro(N-S)波、武汉人工波及天津波3种地震波,分为6度、7度区基本烈度地震的两阶段试验,考察了模型在各阶段试验的不同地震波作用下的地震响应,并分析得到了结构的层间滞回曲线.试验结果表明:3种不同频谱特性的地震波对模型结构加速度和位移反应分布曲线形状的影响很小;且通过加速度功率谱分析得到,框架各层绝对加速度反应主要取决于前两阶振型,三阶以上的高阶振型的影响很小;整个试验过程中,模型结构始终处于弹性范围内,此类结构延性好,具有较好的抗震性能.
The experimental research on an eight-story concrete-filled steel tubular(CFST) frame has been carried out through shaking table test in this paper.Three represented earthquake records were input,and they were El-Centro(N-S)earthquake record,an artificial seismic accelerogram and Tianjin earthquake record.The peak ground accelerations in the three accelerograms were scale to represent the design earthquake actions with intensity 6 and 7 degree as stipulated in the design code of China.The earthquake responses of the CFST frame are obtained under different accelerogams;and the hysteretic curves of story from the experimental data paper are also researched.The experimental results indicate that the accelerograms with different spectrum characteristic have little influence on the shapes of the model acceleration response and displacement response;and the acceleration responses are decided by first and second modes through spectrum analysis,Furthermore,the model is in the linear elastic range during the whole experiment;and the good aseismic performance of the CFST frame structure can be deduced.
The experimental research on an eight-story concrete-filled steel tubular(CFST) frame has been carried out through shaking table test in this paper.Three represented earthquake records were input,and they were El-Centro(N-S)earthquake record,an artificial seismic accelerogram and Tianjin earthquake record.The peak ground accelerations in the three accelerograms were scale to represent the design earthquake actions with intensity 6 and 7 degree as stipulated in the design code of China.The earthquake responses of the CFST frame are obtained under different accelerogams;and the hysteretic curves of story from the experimental data paper are also researched.The experimental results indicate that the accelerograms with different spectrum characteristic have little influence on the shapes of the model acceleration response and displacement response;and the acceleration responses are decided by first and second modes through spectrum analysis,Furthermore,the model is in the linear elastic range during the whole experiment;and the good aseismic performance of the CFST frame structure can be deduced.
引文
[1]钟善桐.钢管混凝土结构[M].3版.北京:清华大学出版社,2003.
[2]韩林海,杨有福.现代钢管混凝土结构技术[M],北京:中国建筑工业出版社,2004.
[3]卢明奇.含钢率对方钢管混凝土框架延性影响的有限元分析[J].三峡大学学报:自然科学版,2006,28(6):504-508.
[4]JGJ101-96.建筑抗震试验方法规程[S].
[5]邱法维,钱稼如,陈志鹏等.结构抗震实验方法[M].北京:科学出版社,2000.
[6]李德葆、陆秋海.实验模态分析及其应用[M].北京:科学出版社,2001.
[7]CECS28:90.钢管混凝土结构设计与施工规程[S].
[8]施卫星,丁美,成广伟等.超限高层建筑整体模型模拟地震振动台试验研究[J].四川大学学报:工程科学版,2007,39(04),50-56.
[9]曹万林,卢智成,张建伟.核心筒部分悬挂结构振动台试验及分析[J].土木工程学报,2007,40(3):40-45.
[10]李检保,吕西林,卢文胜等.北京LG大厦单塔结构整体模型模拟地震振动台试验研究[J].建筑结构学报,2006,27(2):10-14.
[11]大琦顺彦.地震动的谱分析入门[M].吕敏申,谢礼立,译.北京:地震出版社,1980.
[2]韩林海,杨有福.现代钢管混凝土结构技术[M],北京:中国建筑工业出版社,2004.
[3]卢明奇.含钢率对方钢管混凝土框架延性影响的有限元分析[J].三峡大学学报:自然科学版,2006,28(6):504-508.
[4]JGJ101-96.建筑抗震试验方法规程[S].
[5]邱法维,钱稼如,陈志鹏等.结构抗震实验方法[M].北京:科学出版社,2000.
[6]李德葆、陆秋海.实验模态分析及其应用[M].北京:科学出版社,2001.
[7]CECS28:90.钢管混凝土结构设计与施工规程[S].
[8]施卫星,丁美,成广伟等.超限高层建筑整体模型模拟地震振动台试验研究[J].四川大学学报:工程科学版,2007,39(04),50-56.
[9]曹万林,卢智成,张建伟.核心筒部分悬挂结构振动台试验及分析[J].土木工程学报,2007,40(3):40-45.
[10]李检保,吕西林,卢文胜等.北京LG大厦单塔结构整体模型模拟地震振动台试验研究[J].建筑结构学报,2006,27(2):10-14.
[11]大琦顺彦.地震动的谱分析入门[M].吕敏申,谢礼立,译.北京:地震出版社,1980.
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