地震模拟振动台的数字仿真及其在龙江拱坝上的应用
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摘要
通过对地震模拟振动台工作原理的模仿,用计算机技术实现了对地震模拟振动台的数字仿真。在这一“仿真模型”中,黏弹性边界被用来吸收外传的散射波,因此,计入了无限地基辐射阻尼的影响。利用该“仿真模型”计算了龙江拱坝的地震反应,计算结果表明:考虑无限地基辐射阻尼的影响,龙江拱坝的动拱梁应力与无质量地基模型比较均有较大幅度的降低,最大降幅约在40%~50%范围内,且导致正常蓄水位和死水位条件下,大坝静动综合的最大主拉、主压应力明显降低。
According to the work principle of shaking table for seismic simulation,numerical simulation of shaking table was performed by use of the computer technique.In the simulation model,the visco-elastic boundary was employed to absorb outward-spreading scattering waves;therefore,the influence of infinite foundation radiation damping was taken into account.The calculation of the earthquake response of Longjiang Arch Dam as a case study shows that the infinite foundation radiation damping associated with wave propagation away from the dam decreases the dynamic arch cantilever stress by 40%-50% as compared with massless foundation models and results in obvious decrease of maximal principal tensile stress and maximal principal compressive stress of the dam in static and dynamic composite states under normal water storage level and dead water level.
According to the work principle of shaking table for seismic simulation,numerical simulation of shaking table was performed by use of the computer technique.In the simulation model,the visco-elastic boundary was employed to absorb outward-spreading scattering waves;therefore,the influence of infinite foundation radiation damping was taken into account.The calculation of the earthquake response of Longjiang Arch Dam as a case study shows that the infinite foundation radiation damping associated with wave propagation away from the dam decreases the dynamic arch cantilever stress by 40%-50% as compared with massless foundation models and results in obvious decrease of maximal principal tensile stress and maximal principal compressive stress of the dam in static and dynamic composite states under normal water storage level and dead water level.
引文
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[2]COULGH R W,RAPHAEL J M,MOJTAHEDI S.ADAP,acomputer program for static and dynamic analysis of arch damsreport No.EERC 73/14[R].Berkeley:Earthquake EngineeringResearch Center,University of California,1973.
[3]ZHANG Chu-han,JIN Feng,PEKAU O A.Time domainprocedure of FE-BE-IBE coupling for seismic interaction of archdams and canyons[J].Earthquake Engineering and StructuralDynamics,1995,24:1651-1666.
[4]涂劲.有缝界面的混凝土高坝—地基系统非线性地震波动反应分析[D].北京:中国水利水电科学研究院,1999.
[5]张伯艳.高拱坝坝肩抗震稳定研究[D].西安:西安理工大学,2005.
[6]廖振鹏.工程波动理论导引[M].北京:科学出版社,1996.
[7]CAI Yong-en,HE Tao,WANG Ren.Numerical simulation ofdynamic process of the tangshan earthquake by a new methodLDDA[J].Pure and Applied Geophysics,2000,157(11/12):2083-2104.
[8]张伯艳,陈厚群,胡晓,等.用时域法进行人造地震动的谱拟合[J].地震工程与工程振动,1998,18(1):147-155.
[9]陈厚群,张伯艳,涂劲.小湾拱坝坝肩抗震安全评价深化研究[R].北京:中国水利水电科学研究院,2002.
[10]涂劲,李德玉.溪洛渡水电站双曲拱坝抗震分析及地震作用下的整体安全评价[R].北京:中国水利水电科学研究院,2005.
[11]林皋.大岗山水电站双曲拱坝非线性动力分析与抗震安全评估[R].大连:大连理工大学,2005.
[12]李德玉,张伯艳.大岗山双曲拱坝抗震安全分析与抗震措施研究[R].北京:中国水利水电科学研究院,2005.
[13]张楚汉.大岗山拱坝非线性动力分析和抗震措施研究[R].北京:清华大学,2005.
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