土体动力一维非线性本构关系剖析与评价
摘要
土体动力一维非线性本构关系是场地及地基动力响应、土工数值分析的关键。回顾和总结了国内外的发展状况及研究进展,对其分析方法、等幅循环荷载到不规则荷载的扩展及应用规则、试验阻尼比的等效、滞回曲线形状等核心问题进行剖析、评价和探讨,并对各种模型的优缺点进行了比较和讨论,着重介绍了最近研究结果。最后指出未来发展方向及有待进一步研究的问题。
One-dimensional dynamic nonlinear constitutive relation of soil is the key to numerical method and dynamic response of site and foundation.Firstly,the development and research advancement are reviewed and summarized.Then,the central problemg,which are analysis methods,application rules from equal amplitude cyclic load process to irregular load,equivalent methods of test hysteretic damping,curve shapes of hysteretic constitutive etc.are analyzed.The advantages and disadvantages of the models are compared with each other,and the current research results are introduced especially.Finally,existing problems are pointed out and the problems,which need to be studied in future,are suggested.
One-dimensional dynamic nonlinear constitutive relation of soil is the key to numerical method and dynamic response of site and foundation.Firstly,the development and research advancement are reviewed and summarized.Then,the central problemg,which are analysis methods,application rules from equal amplitude cyclic load process to irregular load,equivalent methods of test hysteretic damping,curve shapes of hysteretic constitutive etc.are analyzed.The advantages and disadvantages of the models are compared with each other,and the current research results are introduced especially.Finally,existing problems are pointed out and the problems,which need to be studied in future,are suggested.
引文
[1]何仲怡.本构理论[M].哈尔滨:哈尔滨工业大学,1999.
[2]Masing G.E igenspannungeu und verfertigung beim Messing.proceed ings of the 2nd International Congress on Applied Mechan ics[C].Zurich.1926.
[3]Valan is K C.A theory of viscoplasticity w ithout a yield surface;Part II:Application to mechan ical behaviour ofmetals[J].Archives ofMechan ics,1971,23:535~551.
[4]Idriss IM,Seed H B.Seism ic response of horizontal soil layers[J].SoilMechan ics and Foundations D ivision,Proceed ings of ASCE,1968,94(4):1003~1031.
[5]Seed H B,Idriss IM.The influence of soil cond itions on ground motions during earthquake[J].Journal of the SoilMechan ics and Foundation Engi-neering D ivision,ASCE,1969,94:93~137.
[6]Whitman R,Roessett J,Dobry R,et al.Accuracy ofmodal superposition for one-d imensional amplification analysis.Proc.Intern.Conf.onM icro-zonation for Safer Construction Research and Application[C].W ashington:Seattle Science Press,1972.
[7]王志良,韩清宇.粘弹塑性土层地震反应的波动分析方法[J].地震工程与工程振动,1981,1(1):117~137.
[8]Theirs G R,Seed H B.Cyclic stress-strain characteristics of clay[J].Journal of the SoilMechan ics and Foundation Engineering D ivision,ASCE,1968,94(2):555~569.
[9]张克绪,谢君斐.土动力学[M].北京:地震出版社,1989.
[10]钱家欢,殷宗泽.土工原理与计算(第二版)[M].北京:中国水利水电出版社,1980.
[11]李小军.非线性场地地震反应分析方法的研究[D].哈尔滨:国家地震局工程力学研究所,1993.
[12]Rosenblueth E,Herrear I.On a kind of hysteretic damping[J].Journal of the EngineeringMechan ics D ivision,ASCE,1964,90(4):37~47.
[13]Newmark N M,Rosenbluth E A.Fundamentals of earthquake engineering[M].Prentice Hall Inc.,Englewood C liffs,N.J.1971.163~192.
[14]Pyke R.Nonlinear soilmodels for irregular cyclic load ings[J].Journal of the Geotechn ical Engineering D ivision,ASCE,1979,105(6):715~725.
[15]Iwan W D.A d istributed-elementmodel for hysteresis and its steady-state dynam ic response[J].Journal ofAppliedMechan ics,ASME,1966,33:893~900.
[16]Iwan W D.On a class ofmodels for the yield ing behavior of continuous and composite system s[J].Journal ofApplied Mechan ics,1967,34(3):612~617.
[17]郑大同,王惠昌.循环荷载作用下土的非线性应力应变关系模型[J].岩土工程学报,1983,5(1):65~75.
[18]李小军,廖振鹏.土应力应变关系的粘-弹-塑模型[J].地震工程与工程振动,1989,9(3):65~72.
[19]Hard in B O,D rnevich V P.Shearmodulus and damping in soil:measurement and parameter effects[J].Journal of the SoilMechan ics and Founda-tion Engineering D ivision,ASCE,1972a,98(6):603~624.
[20]Hard in B O,D rnevich V P.Shearmodulus and damping in soil:design equations and curves[J].Journal of the SoilMechan ics and Foundation En-gineering D ivision,ASCE,1972b,98(7):667~692.
[21]Kondner R L.Hyperbolic stress-strain response:cohesive soils[J].Journal of the Soil Mechan ics and Foundations D ivision,ASCE,1963,89(SM1):115~143.
[22]RambergW,Osgood W.Description of stress strain curves by three parameters[R].Techn ical Note No.902,National Advisory Comm ittee forAeronautics,W ashington,DC.1943.
[23]Jenn ings P C.Period ic response of a general yield ing structure[J].J.Engrg.Mech.D iv.,ASCE,1964,90(2):131~166.
[24]Hara A.Dynam ic deformation characteristics of soils and seism ic response analyses of the ground[D].D issertation Subm itted to the Un iversity ofTo-kyo,1980.
[25]Martin P P.Nonlinearmethod for dynam ic analysis of ground response[D].Ph.D.Thesis,Un iversity of Californ ia,Berkeley,1975.
[26]Chen Jianchu,Lysmer J,Seed H B.Analysis of local variations in free field seism ic ground motion[R].Berkeley,Californ ia:Report No.UCB/EERC-81/03,College of Engineering,Un iversity of Californ ia,1981.
[27]Kagawa T.Shaking table tests and analysis of soil-structure system s[D].Ph.D.D issertation,Un iv.of Calif.,Berkeley,1978.
[28]刘保健,谢定义.随机荷载下土动力特性测试分析法[M].北京:人民交通出版社,2000.
[29]张克绪,王治琨,韩炜.基于非曼辛准则的土双曲线动弹塑性模型.第四届全国地震工程会议论文集[C].哈尔滨:中国地震学会地震工程专业委员会,中国建筑学会抗震防灾研究会,1994.
[30]周胜平.等应变下饱和砂土动力特性的三轴试验研究[D].北京:铁道部建筑科学研究院,1988.
[31]王志良,王余庆,韩清宇.不规则循环剪切荷载作用下土的粘弹塑性模型[J].岩土工程学报,1980,2(3):10~20.
[32]大崎顺彦,原昭夫,清田芳治.地盤振動解析のための土の動力学モデルの提案と解析例[R].东京:日本地震工学シンポジウム講演集,1978.697~704.
[33]李广信.高等土力学[M].北京:清华大学出版社,2004.
[34]李小军.土的动力本构关系的一种简单函数表达式[J].岩土工程学报,1992,14(5):90~94.
[35]卢滔.响嘡台阵场地特征及其反应的分析[D].哈尔滨:中国地震局工程力学研究所,2003.
[36]张克绪,李明宰,王治琨.基于非Masing准则的土动弹塑性模型[J].地震工程与工程振动,1997,17(2):74~81.
[37]栾茂田,林皋.土料非线性滞回本构模型的半解析半离散构造方法[J].大连理工大学学报,1992,32(6):694~701.
[38]李小军,廖振鹏,张克绪.考虑阻尼拟合的动态骨架曲线函数式[J].地震工程与工程振动,1994,14(1):30~35.
[39]栾茂田.土动力非线性分析中的变参数Ramberg-Osgood本构模型[J].地震工程与工程振动,1992,12(2):69~78.
[40]栾茂田,林皋.场地地震反应一维非线性计算模型[J].工程力学,1992,9(1):94~103.
[41]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.
[42]陈国兴,庄海洋.基于Davidenkov骨架曲线的土体动力本构关系及其参数研究[J].岩土工程学报,2005,27(8):860~864.
[43]王志良,沈智刚,李相崧.用计算机联机实验系统进行土层地震反应分析[J].世界地震工程,1986,4:41~48.
[44]赵纪生,陶夏新.基于损伤理论的多孔介质动力解析[J].湘潭矿业学院学报,2001,16(4):48~54.
[45]赵纪生,陶夏新.基于应变局部化原理的边坡稳定分析方法[J].工程力学增刊,2003,1062~1068.
[46]赵纪生,陶夏新.局部加载条件下二维土质边坡稳定性的数值分析[J].岩土力学,2004,25(7):1063~1067.
[47]陈学良.土体动力特性、复杂场地非线性地震反应及其方法研究[D].哈尔滨:中国地震局工程力学研究所,2006.
[2]Masing G.E igenspannungeu und verfertigung beim Messing.proceed ings of the 2nd International Congress on Applied Mechan ics[C].Zurich.1926.
[3]Valan is K C.A theory of viscoplasticity w ithout a yield surface;Part II:Application to mechan ical behaviour ofmetals[J].Archives ofMechan ics,1971,23:535~551.
[4]Idriss IM,Seed H B.Seism ic response of horizontal soil layers[J].SoilMechan ics and Foundations D ivision,Proceed ings of ASCE,1968,94(4):1003~1031.
[5]Seed H B,Idriss IM.The influence of soil cond itions on ground motions during earthquake[J].Journal of the SoilMechan ics and Foundation Engi-neering D ivision,ASCE,1969,94:93~137.
[6]Whitman R,Roessett J,Dobry R,et al.Accuracy ofmodal superposition for one-d imensional amplification analysis.Proc.Intern.Conf.onM icro-zonation for Safer Construction Research and Application[C].W ashington:Seattle Science Press,1972.
[7]王志良,韩清宇.粘弹塑性土层地震反应的波动分析方法[J].地震工程与工程振动,1981,1(1):117~137.
[8]Theirs G R,Seed H B.Cyclic stress-strain characteristics of clay[J].Journal of the SoilMechan ics and Foundation Engineering D ivision,ASCE,1968,94(2):555~569.
[9]张克绪,谢君斐.土动力学[M].北京:地震出版社,1989.
[10]钱家欢,殷宗泽.土工原理与计算(第二版)[M].北京:中国水利水电出版社,1980.
[11]李小军.非线性场地地震反应分析方法的研究[D].哈尔滨:国家地震局工程力学研究所,1993.
[12]Rosenblueth E,Herrear I.On a kind of hysteretic damping[J].Journal of the EngineeringMechan ics D ivision,ASCE,1964,90(4):37~47.
[13]Newmark N M,Rosenbluth E A.Fundamentals of earthquake engineering[M].Prentice Hall Inc.,Englewood C liffs,N.J.1971.163~192.
[14]Pyke R.Nonlinear soilmodels for irregular cyclic load ings[J].Journal of the Geotechn ical Engineering D ivision,ASCE,1979,105(6):715~725.
[15]Iwan W D.A d istributed-elementmodel for hysteresis and its steady-state dynam ic response[J].Journal ofAppliedMechan ics,ASME,1966,33:893~900.
[16]Iwan W D.On a class ofmodels for the yield ing behavior of continuous and composite system s[J].Journal ofApplied Mechan ics,1967,34(3):612~617.
[17]郑大同,王惠昌.循环荷载作用下土的非线性应力应变关系模型[J].岩土工程学报,1983,5(1):65~75.
[18]李小军,廖振鹏.土应力应变关系的粘-弹-塑模型[J].地震工程与工程振动,1989,9(3):65~72.
[19]Hard in B O,D rnevich V P.Shearmodulus and damping in soil:measurement and parameter effects[J].Journal of the SoilMechan ics and Founda-tion Engineering D ivision,ASCE,1972a,98(6):603~624.
[20]Hard in B O,D rnevich V P.Shearmodulus and damping in soil:design equations and curves[J].Journal of the SoilMechan ics and Foundation En-gineering D ivision,ASCE,1972b,98(7):667~692.
[21]Kondner R L.Hyperbolic stress-strain response:cohesive soils[J].Journal of the Soil Mechan ics and Foundations D ivision,ASCE,1963,89(SM1):115~143.
[22]RambergW,Osgood W.Description of stress strain curves by three parameters[R].Techn ical Note No.902,National Advisory Comm ittee forAeronautics,W ashington,DC.1943.
[23]Jenn ings P C.Period ic response of a general yield ing structure[J].J.Engrg.Mech.D iv.,ASCE,1964,90(2):131~166.
[24]Hara A.Dynam ic deformation characteristics of soils and seism ic response analyses of the ground[D].D issertation Subm itted to the Un iversity ofTo-kyo,1980.
[25]Martin P P.Nonlinearmethod for dynam ic analysis of ground response[D].Ph.D.Thesis,Un iversity of Californ ia,Berkeley,1975.
[26]Chen Jianchu,Lysmer J,Seed H B.Analysis of local variations in free field seism ic ground motion[R].Berkeley,Californ ia:Report No.UCB/EERC-81/03,College of Engineering,Un iversity of Californ ia,1981.
[27]Kagawa T.Shaking table tests and analysis of soil-structure system s[D].Ph.D.D issertation,Un iv.of Calif.,Berkeley,1978.
[28]刘保健,谢定义.随机荷载下土动力特性测试分析法[M].北京:人民交通出版社,2000.
[29]张克绪,王治琨,韩炜.基于非曼辛准则的土双曲线动弹塑性模型.第四届全国地震工程会议论文集[C].哈尔滨:中国地震学会地震工程专业委员会,中国建筑学会抗震防灾研究会,1994.
[30]周胜平.等应变下饱和砂土动力特性的三轴试验研究[D].北京:铁道部建筑科学研究院,1988.
[31]王志良,王余庆,韩清宇.不规则循环剪切荷载作用下土的粘弹塑性模型[J].岩土工程学报,1980,2(3):10~20.
[32]大崎顺彦,原昭夫,清田芳治.地盤振動解析のための土の動力学モデルの提案と解析例[R].东京:日本地震工学シンポジウム講演集,1978.697~704.
[33]李广信.高等土力学[M].北京:清华大学出版社,2004.
[34]李小军.土的动力本构关系的一种简单函数表达式[J].岩土工程学报,1992,14(5):90~94.
[35]卢滔.响嘡台阵场地特征及其反应的分析[D].哈尔滨:中国地震局工程力学研究所,2003.
[36]张克绪,李明宰,王治琨.基于非Masing准则的土动弹塑性模型[J].地震工程与工程振动,1997,17(2):74~81.
[37]栾茂田,林皋.土料非线性滞回本构模型的半解析半离散构造方法[J].大连理工大学学报,1992,32(6):694~701.
[38]李小军,廖振鹏,张克绪.考虑阻尼拟合的动态骨架曲线函数式[J].地震工程与工程振动,1994,14(1):30~35.
[39]栾茂田.土动力非线性分析中的变参数Ramberg-Osgood本构模型[J].地震工程与工程振动,1992,12(2):69~78.
[40]栾茂田,林皋.场地地震反应一维非线性计算模型[J].工程力学,1992,9(1):94~103.
[41]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.
[42]陈国兴,庄海洋.基于Davidenkov骨架曲线的土体动力本构关系及其参数研究[J].岩土工程学报,2005,27(8):860~864.
[43]王志良,沈智刚,李相崧.用计算机联机实验系统进行土层地震反应分析[J].世界地震工程,1986,4:41~48.
[44]赵纪生,陶夏新.基于损伤理论的多孔介质动力解析[J].湘潭矿业学院学报,2001,16(4):48~54.
[45]赵纪生,陶夏新.基于应变局部化原理的边坡稳定分析方法[J].工程力学增刊,2003,1062~1068.
[46]赵纪生,陶夏新.局部加载条件下二维土质边坡稳定性的数值分析[J].岩土力学,2004,25(7):1063~1067.
[47]陈学良.土体动力特性、复杂场地非线性地震反应及其方法研究[D].哈尔滨:中国地震局工程力学研究所,2006.
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