地震三要素对拱桥能量响应的影响
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摘要
运用能量方法分析了不同地面运动作用下地震三要素(幅值、持时、频谱特征)对拱桥总输入能量、阻尼耗能、滞回耗能总量分配比例的影响.研究结果表明:拱桥结构的总输入能、滞回耗能和阻尼耗能随地震动幅值的增大而增加,尤其是滞回耗能增长更快;拱桥的总输入能,滞回耗能和阻尼耗能随着地震反应持时的增加而增加,且呈线性变化趋势,但阻尼耗能较之总输入能和滞回耗能增速较小;相同加速度峰值条件下,输入频率集中且震荡幅值较大的地震波,地震输入能、滞回耗能、阻尼耗能相应较大.
Energy methods are adopted to analyze the influence of three elements of earthquake(magnitude,duration,spectral characteristics) to total input energy,damping consumption and hysteretic energy consumption proportion of arch bridge.It is shown that total input energy,hysteretic energy and damping energy increase with the increasing of shaking amplitude,besides,hysteretic energy grows faster than the other two.Total input energy,hysteretic energy and damping energy increase with increasing duration of the reaction,displaying a linear trend.However,the growth rate of damping energy is smaller than that of total input energy and hysteretic energy.In the same conditions of acceleration peak,input energy,damping consumption and hysteretic energy consumption of arch bridge would be bigger while the seismic wave gets a higher input frequency and larger concussion amplitude.
Energy methods are adopted to analyze the influence of three elements of earthquake(magnitude,duration,spectral characteristics) to total input energy,damping consumption and hysteretic energy consumption proportion of arch bridge.It is shown that total input energy,hysteretic energy and damping energy increase with the increasing of shaking amplitude,besides,hysteretic energy grows faster than the other two.Total input energy,hysteretic energy and damping energy increase with increasing duration of the reaction,displaying a linear trend.However,the growth rate of damping energy is smaller than that of total input energy and hysteretic energy.In the same conditions of acceleration peak,input energy,damping consumption and hysteretic energy consumption of arch bridge would be bigger while the seismic wave gets a higher input frequency and larger concussion amplitude.
引文
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[9]杨红,曹晖,白绍良.地震波局部时频特性对结构非线性响应的影响[J].土木工程学报,2001,34(4):78-82.
[10]刘爱荣,唐潘,禹奇才,等.行波激励下大跨度拱桥随机地震响应分析[J].广州大学学报:自然科学版,2011,10(3):51-55.
[2]XIAO Ming-kui,LIU Bo,BAI Shao-liang.Analysis of the total energy and its influencing factors for seismic structures[J].Journal of Chongqing Architecture University,1996,18(2):20-33.(in Chinese)
[3]HU Rong-rong,WANG Ya-yong.The displancement of instantaneous input energy in shearftype MDOF system[J].WorldEarthquake Engineering,2006,22(14):140-144.(in Chinese)
[4]XIE Li-li,ZHANG Xiao-zhi.Accelerogram-based duration and engineering duration of ground motion[J].Earthquake Engi-neering and Engineering Vibration,1988,8(1):31-38.(in Chinese)
[5]LIU Ai-rong,XIONG Ren,YU Qi-cai.Deformation and energy seismic damage model considering the impact of strong after-shock[J].Journal of Shenzhen University:Science and Engineering,2011,28(3):189-194.(in Chinese)
[6]YU Hui-jun,LIU Ai-rong,YU Qi-cai.The energy-based seismic response analysis method of arch bridge[J].Applied Me-chanics and Materials,2011(2):1473-1476.
[7]PAK Y J,SANG A S,WEN Y K.Seismic damage model for concrete[J].Journal of Structural Engineering,ASCE,1985,111(4):722-739.
[8]RIDDELL R,GARCIA J E.Hysteretic energy spectrum and damage control[J].Earthquake Engineering&Structural Dy-namics,2001,30(12):1791-1816.
[9]YANG Hong,CAO Hui,BAI Shao-lian.Effects of local time-frequency characteristics of earthquake waves on structuralnonlinear responses[J].China Civil Engineering Journal,2001,34(4):78-82.(in Chinese)
[10]LIU Ai-rong,TANG Pan,YU Qi-cai,et al.Random seismic response of long-span arch bridge under effect of traveling wave[J].Journal of Guangzhou University:Natural Science Edition,2011,10(3):51-55.(in Chinese)
[2]肖明葵,刘波,白绍良.抗震结构总输人能量及其影响因素分析[J].重庆建筑大学学报,1996,18(2):20-33.
[3]胡冗冗,王亚勇.剪切型多自由质体系瞬时输入能量的分布[J].世界地震工程,2006,22(14):140-144.
[4]谢礼立,张晓志.地震动记录持时与工程持时[J].地震工程与工程振动,1988,8(1):31-38.
[5]刘爱荣,熊仁,禹奇才.考虑强余震影响的变形和能量双参数地震损伤模型[J].深圳大学学报:理工版,2011,28(3):189-194.
[9]杨红,曹晖,白绍良.地震波局部时频特性对结构非线性响应的影响[J].土木工程学报,2001,34(4):78-82.
[10]刘爱荣,唐潘,禹奇才,等.行波激励下大跨度拱桥随机地震响应分析[J].广州大学学报:自然科学版,2011,10(3):51-55.
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