土体动非线性黏弹性模型及其ABAQUS软件的实现
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摘要
基于土的动应力-应变关系——Davidenkov骨架曲线,采用破坏剪应变幅上限值作为分界点,对Davidenkov骨架曲线进行了修正,即当剪应力值大于破坏剪应力值时,土体产生破坏,土体的动剪切模量采用破坏后的动剪切模量;参考Mashing法则,构造了修正后的Davidenkov骨架曲线土体加卸载对应的应力-应变滞回圈曲线。基于ABAQUS软件的操作平台,开发了土体动弹塑性本构模型的子程序。选择南京某个典型软弱场地为研究对象,首先输入余弦加速度时程曲线,然后选取一条强震加速度记录作为基岩输入地震动,对不同峰值加速度水平下该场地的地震反应进行了二维有限元非线性分析,计算结果验证了所建模型的准确性和可用性。
Based on the one dimension dynamic stress-strain relation Davidenkov skeleton curve,which is corrected by using sectional functions;and the upper limit of failure shear strain amplitude is used as the sectional point.The dynamic shear stress-strain circle curves are constituted by referencing Mashing rules and implemented by sub-program based on ABAQUS finite-element software.A representative soft site in Nanjing City is selected;and its dynamic nonlinear response are calculated when a cosine time-history curve and seismic acceleration waves with different peak values are inputted from bedrock interface.The results prove that the developed dynamic elastoplastic constitutive relations of soil are feasible and accurate;and it can be used to investigate the nonlinear earthquake response analysis of general site.
Based on the one dimension dynamic stress-strain relation Davidenkov skeleton curve,which is corrected by using sectional functions;and the upper limit of failure shear strain amplitude is used as the sectional point.The dynamic shear stress-strain circle curves are constituted by referencing Mashing rules and implemented by sub-program based on ABAQUS finite-element software.A representative soft site in Nanjing City is selected;and its dynamic nonlinear response are calculated when a cosine time-history curve and seismic acceleration waves with different peak values are inputted from bedrock interface.The results prove that the developed dynamic elastoplastic constitutive relations of soil are feasible and accurate;and it can be used to investigate the nonlinear earthquake response analysis of general site.
引文
[1]郑颖人,沈珠江,龚晓南.岩土塑性力学原理[M].北京:中国建筑工业出版社,2002.
[2]陈国兴,谢君斐,张克绪.土的动模量和阻尼比的经验估计[J].地震工程与工程振动,1995,15(1):73-84.CHEN Guo-xing,XIE Jun-fei,ZHANG Ke-xu.The experiential estimation of soil moduli and damping ratio for dynamic analysis[J].Earthquake Engineering and Engineering Vibration,1995,15(1):73-84.
[3]Martin P P,Seed H B.One dimensional dynamic ground response analysis[J].Journal of Geotechnical Engineering,ASCE,1982,108(7):935-954.
[4]Hardin B O,Drnevich V P.Shear modulus and damping in soils design equations and curves[J].Journal of Soil Mechanics and Foundation,ASCE,1972,98(7):603-642.
[5]朱伯芳.有限元法原理与应用[M].北京:中国水利水电出版社,1998.
[6]陈国兴,刘雪珠.南京及其邻近地区新近沉积土的动剪切模量和阻尼比的试验研究[J].岩石力学与工程学报,2004,23(8):1 403-1 410.CHEN Guo-xing,LIU Xue-zhu.Testing study on ratio of dynamic shear moduli and ratio of damping for recently deposited soils in Nanjing and its neighboring areas[J].Chinese Journal of Rock Mechanics and Engineering,2004,23(8):1 403-1 410.
[7]Hongbin Huo,Antonio Bobet.Seismic design of cut and cover rectangular tunnels—evaluation of observed behavior of Dakai station during Kobe earthquake,1995[A].Proceedings of 1st World Forum of Chinese Scholars in Geotechnical Engineering[C].Shanghai:[s.n.],2003.456-466.
[8]陈国兴,庄海洋,徐烨.软弱地基浅埋隧洞对周围场地设计地震动的影响[J].岩土工程学报,2004,26(6):739-744.CHEN Guo-xing,ZHUANG Hai-yang,XU Ye.Study on influence of shallow excavated tunnel on design ground motion parameters in the soft site[J].Chinese Journal of Geotechnical Engineering,2004,26(6):739-744.
[9]金星,孔戈,丁海平.水平成层场地地震反应非线性分析[J].地震工程与工程振动,2004,24(3):38-43.JIN Xin,KONG Ge,DING Hai-ping.Nonlinear seismic response analysis of horizontal layered site[J].Earthquake Engineering and Engineering Vibration,2004,24(3):38-43.
[10]栾茂田,林皋.场地地震反应非线性分析的有效时域算法[J].大连理工大学学报,1994,34(2):228-234.LUAN Mao-tian,LIN Gao.An effective time-domain computational method for nonlinear seismic response analysis of soil deposit[J].Journal of Dalian University of Technology,1994,34(2):228-234.
[2]陈国兴,谢君斐,张克绪.土的动模量和阻尼比的经验估计[J].地震工程与工程振动,1995,15(1):73-84.CHEN Guo-xing,XIE Jun-fei,ZHANG Ke-xu.The experiential estimation of soil moduli and damping ratio for dynamic analysis[J].Earthquake Engineering and Engineering Vibration,1995,15(1):73-84.
[3]Martin P P,Seed H B.One dimensional dynamic ground response analysis[J].Journal of Geotechnical Engineering,ASCE,1982,108(7):935-954.
[4]Hardin B O,Drnevich V P.Shear modulus and damping in soils design equations and curves[J].Journal of Soil Mechanics and Foundation,ASCE,1972,98(7):603-642.
[5]朱伯芳.有限元法原理与应用[M].北京:中国水利水电出版社,1998.
[6]陈国兴,刘雪珠.南京及其邻近地区新近沉积土的动剪切模量和阻尼比的试验研究[J].岩石力学与工程学报,2004,23(8):1 403-1 410.CHEN Guo-xing,LIU Xue-zhu.Testing study on ratio of dynamic shear moduli and ratio of damping for recently deposited soils in Nanjing and its neighboring areas[J].Chinese Journal of Rock Mechanics and Engineering,2004,23(8):1 403-1 410.
[7]Hongbin Huo,Antonio Bobet.Seismic design of cut and cover rectangular tunnels—evaluation of observed behavior of Dakai station during Kobe earthquake,1995[A].Proceedings of 1st World Forum of Chinese Scholars in Geotechnical Engineering[C].Shanghai:[s.n.],2003.456-466.
[8]陈国兴,庄海洋,徐烨.软弱地基浅埋隧洞对周围场地设计地震动的影响[J].岩土工程学报,2004,26(6):739-744.CHEN Guo-xing,ZHUANG Hai-yang,XU Ye.Study on influence of shallow excavated tunnel on design ground motion parameters in the soft site[J].Chinese Journal of Geotechnical Engineering,2004,26(6):739-744.
[9]金星,孔戈,丁海平.水平成层场地地震反应非线性分析[J].地震工程与工程振动,2004,24(3):38-43.JIN Xin,KONG Ge,DING Hai-ping.Nonlinear seismic response analysis of horizontal layered site[J].Earthquake Engineering and Engineering Vibration,2004,24(3):38-43.
[10]栾茂田,林皋.场地地震反应非线性分析的有效时域算法[J].大连理工大学学报,1994,34(2):228-234.LUAN Mao-tian,LIN Gao.An effective time-domain computational method for nonlinear seismic response analysis of soil deposit[J].Journal of Dalian University of Technology,1994,34(2):228-234.
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