考虑循环荷载作用下软土塑性变形累积时沉入式大圆筒结构动力分析方法
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摘要
大直径圆筒结构是在软土地基上建造深水防波堤的一种较好的新型结构。在波浪等动力荷载作用下,大直径圆筒防波堤结构的受力状态和破坏形态都具有明显的动态特征。但是,目前对软土地基上大直径圆筒结构的工作机理及其失稳破坏因素还没有完全清楚,导致大圆筒结构失稳破坏的一个重要因素是软土在循环荷载作用下产生的塑性变形累积。
本文的主要目的是研究大直径圆筒结构在波浪动力荷载作用下的稳定性,建立考虑土体在循环荷载作用下塑性变形累积数值模型,探讨影响大直径圆筒防波堤结构动力稳定性的因素。
论文结合现有的关于大直径圆筒防波堤设计和计算简化方法和有限元方法的优点,建立了将大直径圆筒结构作为离散刚体系统处理,将地基土采用离散的三维非线性弹簧-阻尼系统模拟的动力分析模型;采用了等效线性模型结合D-P屈服准则进行修正后的修正模型,对模型的参数进行确定;提出系统模型中屈服节点处土弹簧的弹簧刚度取零或极小值,并在该屈服节点处施加恒定力。
论文提出了大直径圆筒防波堤结构中土体在循环荷载作用下的塑性变形累积计算方法,通过计算验证了所提出方法的可行性,并比较分析了不同因素对土体塑性变形累积的影响,认为土体塑性变形累积起始时刻判定标准、大直径圆筒尺寸、圆筒入土深度、土体指标参数、外荷载等因素都对土体的塑性变形累积有影响。
The large diameter cylinder structure is a new type of preferable structure in the soft soil and deep water to build breakwater. The states of subsisting and the destructive forms of the large diameter cylinder breakwater have the obvious dynamic characters under the wave impact. But the working mechanism and the reasons of destruction are still not entirely clear. One important reason of destruction is the cumulation of plastic deformation of soft soil under cyclic loads.
Accordingly, the primary purpose of this paper is to research the dynamic properties of the large diameter cylinder structure under the wave impact, and the cumulation of plastic deformation of soft soil under cyclic loads in this kind of structure. This paper also analyses the factors of dynamic stabilities of the large diameter cylinder breakwater structure.
This paper combines the advantages of the simplified method of the large diameter cylinder breakwater and the FEM, founds a dynamic calculation system model. This model takes the large diameter cylinder as a discrete rigid body system, and takes the ground as a discrete tri-dimension nonlinear spring-damp system. The parameters of the model are confirmed by employing the modified model of combining equivalent linear model and D-P yield criterion. The paper brings that the spring stiffness of the soil-spring is equal to zero or a very small value when it reaches yield state, and then take a unvaried force to this yield point.
This paper brings the method of calculating the cumulation of plastic deformation of soft soil under cyclic loads in the large diameter cylinder breakwater structure. The results prove that this method is feasible. The paper also analyses the influence factors of the cumulation of plastic deformation which include the criterion of starting time of the cumulation, the dimension of the large diameter cylinder, the depth of cylinder, the parameters of soil and the exterior loads.
本文的主要目的是研究大直径圆筒结构在波浪动力荷载作用下的稳定性,建立考虑土体在循环荷载作用下塑性变形累积数值模型,探讨影响大直径圆筒防波堤结构动力稳定性的因素。
论文结合现有的关于大直径圆筒防波堤设计和计算简化方法和有限元方法的优点,建立了将大直径圆筒结构作为离散刚体系统处理,将地基土采用离散的三维非线性弹簧-阻尼系统模拟的动力分析模型;采用了等效线性模型结合D-P屈服准则进行修正后的修正模型,对模型的参数进行确定;提出系统模型中屈服节点处土弹簧的弹簧刚度取零或极小值,并在该屈服节点处施加恒定力。
论文提出了大直径圆筒防波堤结构中土体在循环荷载作用下的塑性变形累积计算方法,通过计算验证了所提出方法的可行性,并比较分析了不同因素对土体塑性变形累积的影响,认为土体塑性变形累积起始时刻判定标准、大直径圆筒尺寸、圆筒入土深度、土体指标参数、外荷载等因素都对土体的塑性变形累积有影响。
The large diameter cylinder structure is a new type of preferable structure in the soft soil and deep water to build breakwater. The states of subsisting and the destructive forms of the large diameter cylinder breakwater have the obvious dynamic characters under the wave impact. But the working mechanism and the reasons of destruction are still not entirely clear. One important reason of destruction is the cumulation of plastic deformation of soft soil under cyclic loads.
Accordingly, the primary purpose of this paper is to research the dynamic properties of the large diameter cylinder structure under the wave impact, and the cumulation of plastic deformation of soft soil under cyclic loads in this kind of structure. This paper also analyses the factors of dynamic stabilities of the large diameter cylinder breakwater structure.
This paper combines the advantages of the simplified method of the large diameter cylinder breakwater and the FEM, founds a dynamic calculation system model. This model takes the large diameter cylinder as a discrete rigid body system, and takes the ground as a discrete tri-dimension nonlinear spring-damp system. The parameters of the model are confirmed by employing the modified model of combining equivalent linear model and D-P yield criterion. The paper brings that the spring stiffness of the soil-spring is equal to zero or a very small value when it reaches yield state, and then take a unvaried force to this yield point.
This paper brings the method of calculating the cumulation of plastic deformation of soft soil under cyclic loads in the large diameter cylinder breakwater structure. The results prove that this method is feasible. The paper also analyses the influence factors of the cumulation of plastic deformation which include the criterion of starting time of the cumulation, the dimension of the large diameter cylinder, the depth of cylinder, the parameters of soil and the exterior loads.
引文
[1]魏汝龙,软粘土的强度和变形,人民交通出版社,1987,5-23
[2]胡中雄,潘林有,软土地基和预压法地基处理,机械工业出版社,2005, 1-5,103-107
[3]孙更生,郑大同,软土地基与地下工程,中国建筑工业出版社,1984
[4]E.W.Brand,R.P.Brenner,软粘土工程学(叶书麟,宰金璋等译),中国铁道出版社,1991
[5]周锡礽,王晖,韩桂军,大直径薄壳圆筒结构的设计与计算,港工技术,第 2、3 期,1995
[6]王元战等, 插入式大直径圆筒码头稳定性计算方法研究, 岩土工程学报,第4期,2002
[7]王玉红,连续圆筒与土相互作用分析的耦合有限元模型及系统参数辩识的研究,天津大学硕士研究生论文,1998
[8]孟庆文,王元战,大直径圆筒结构与土相互作用的接触面单元—弹性非线性单元偶合分析,中国港湾建设,第 2 期,1999
[9]邱驹,港工建筑物,天津大学出版社,2002
[10]刘建起,沉入式大直径圆筒结构变形计算的试验研究,岩土工程学报,第 16卷,第 2 期,1994
[11]王元战,迟丽华,沉入式大直径圆筒结构变位计算方法研究,岩土工程学报,第3期,1997
[12]王元战,迟丽华,沉入式圆筒结构与土相互作用的模式及位移计算方法,土木工程学报,第 2 期,1997
[13]刘建起等,沉入式圆筒结构土与筒壁间竖向应力分布及圆筒变位计算,中国港湾建设,第 3 期,2002
[14]王元战,迟丽华,考虑土体竖向剪切刚度的大直径圆筒结构变位计算方法,水运工程,第 12 期,1996
[15]王元战,迟丽华,大直径圆筒挡墙变位计算方法及相关参数研究,港口工程,第 4 期,1996
[16]迟丽华,王玉红,一种切力模型下大圆筒结构位移的迭代算法,天津大学学报,第 1 期,1998
[17]吴明战,周红波,陈竹昌,循环加载后饱和软拈土退化性状的试验研究,同济大学学报,第 3 期,1998
[18]Martin G R,“Effects of system compliance on liquefaction tests”,Journal of Geotechnical Engineering Division,4(1978)
[19]沈珠江,徐刚,堆石料的动力变形特性,水利水运科学研究,第 2 期,1996
[20]王建华,要明伦,循环应变下饱和砂(粉)土衰化动力特性研究,水利学报,第 7 期,1997
[21]陈国兴,谢君裴,张克绪,土与结构材料界面性状的研究概况,世界地震工 程,第 4 期,1994
[22]Grigori Muravskii and Sam Frydman, “Site response analysis using a non-linear hysteretic model” Soil Dynamics and Earthquake Engineering,17(1998),
[23]祝振宇,大直径圆筒防波堤在冲击荷载下的动力响应,硕士学位论文,天津大学,2003
[24]唐云,结构-波浪-海床动力相互作用系统的数值模拟,硕士学位论文,天津大学,2003
[25]竺存宏,使用极限状态大直径圆筒土压力计算方法,岩土工程学报,第 3 期 ,2002
[26]钟辉虹,黄茂松,吴世明等,循环荷载作用下软黏土变形特性研究,岩土工程学报,第 5 期,2002
[27]陆培毅,刘畅,弹性抗力法确定支护结构插入深度的研究,岩土力学,第 6期,2002
[28]Kazuo Konagai and Toyoaki Nogami,“Analog circuit to simulate dynamic soil-structure interaction in shake table test”Soil Dynamics and Earthquake Engineering,17(1998)
[29]王杰贤,动力地基与基础,科学出版社,2001
[30]Nicos Makris and Geoge Gazetas,“Dynamic Pile-Soil-Pile Interaction. Part2: Lateral and Seismic Response” Earthquake Engineering and Structual Dynamics, 1992
[31]钱家欢,殷宗泽,土工原理与计算(第 2 版),中国水利水电出版社,1996
[32]American Petroleum Institute (API), Recommended Practice for Planning, Designing and Constructing Fixed Offshore Platforms, American Petroleum Institute Production Department, Washington, D. C., 1996
[33]谢定义,张建民,周期荷裁下饱和砂土瞬态孔隙水压力的变化机理与计算模型,土木工程学报,第 2 期,1990
[34]Hardin B O and Black W L,“Vibration modulus of normal consolidated clay” JSoil Mech Found Div, ASCE, 94(SM2)(1968)
[35]Toyoaki Nogami, Jun Otani, Kazuo Konagai, and Hsiao-Lian Chen, “Nonlinear Soil—Pile Interaction For Dynamic Lateral Motion” Journal of Geotechnical Engineering, 1(1992)
[36]Akumi Ohyama, “Masahiro Transmission and Reflection Characteristic of wave over a submerged armor”Coastal Engineering, 32(1988)
[37]Toyoaki Nogami , “Simplified subgrade model for three-dimensional siol-foundation interaction analysis”Soil Dynamics and Earthquake Engineering,15(1996)
[38]T.Nogami,K.Konagai,A.mikami,“Simple formulations of ground impedance functions for rigid surface foundations ” Soil Dynamics and Earthquake Engineering,21(2001)
[39]张学言,闫澍旺,岩土塑性力学基础,天津:天津大学出版社,2004
[40]M.帕兹,结构动力学理论与计算,地震出版社,1993
[41]R.W.克拉夫等,结构动力学,科学出版社,1981
[42]吴世明,土动力学,中国建筑工业出版社,2000
[43]廖红建,宋丽,杨政等.往返荷载下粘性土的强度及取值标准试验研究.岩土力学,第 1 期,2001
[44]牟崇元,常宝琦等,等幅循环荷载作用下土的动剪切模量和阻尼,华南地震,第 2 期,1991
[45]郭中华,余湘娟等,循环荷载作用下软土计算模型初探.河海大学学报,第 1期,2002
[46]赵经文等,结构有限元分析,哈尔滨工业大学出版社, 1988
[47]白冰,肖宏彬,软土工程若干理论与应用,中国水利水电出版社,2002
[48]王瑁成等,有限单元法基本原理和数值方法(第 2 版) 清华大学出版社,1997
[49]郝红伟,施光凯,Origin 6.0 实例教程,中国电力出版社,2000
[50]蒋彭年,土的本构关系,科学出版社,1982
[51]杨进良,土力学,中国水利水电出版社,2000
[52]屈智炯,土的塑性力学,四川:成都科技大学出版社,1987
[53]杨桂通,土动力学,中国建材工业出版社,2000
[54]谢定义,土动力学,西安:西安交通大学出版社,1988
[2]胡中雄,潘林有,软土地基和预压法地基处理,机械工业出版社,2005, 1-5,103-107
[3]孙更生,郑大同,软土地基与地下工程,中国建筑工业出版社,1984
[4]E.W.Brand,R.P.Brenner,软粘土工程学(叶书麟,宰金璋等译),中国铁道出版社,1991
[5]周锡礽,王晖,韩桂军,大直径薄壳圆筒结构的设计与计算,港工技术,第 2、3 期,1995
[6]王元战等, 插入式大直径圆筒码头稳定性计算方法研究, 岩土工程学报,第4期,2002
[7]王玉红,连续圆筒与土相互作用分析的耦合有限元模型及系统参数辩识的研究,天津大学硕士研究生论文,1998
[8]孟庆文,王元战,大直径圆筒结构与土相互作用的接触面单元—弹性非线性单元偶合分析,中国港湾建设,第 2 期,1999
[9]邱驹,港工建筑物,天津大学出版社,2002
[10]刘建起,沉入式大直径圆筒结构变形计算的试验研究,岩土工程学报,第 16卷,第 2 期,1994
[11]王元战,迟丽华,沉入式大直径圆筒结构变位计算方法研究,岩土工程学报,第3期,1997
[12]王元战,迟丽华,沉入式圆筒结构与土相互作用的模式及位移计算方法,土木工程学报,第 2 期,1997
[13]刘建起等,沉入式圆筒结构土与筒壁间竖向应力分布及圆筒变位计算,中国港湾建设,第 3 期,2002
[14]王元战,迟丽华,考虑土体竖向剪切刚度的大直径圆筒结构变位计算方法,水运工程,第 12 期,1996
[15]王元战,迟丽华,大直径圆筒挡墙变位计算方法及相关参数研究,港口工程,第 4 期,1996
[16]迟丽华,王玉红,一种切力模型下大圆筒结构位移的迭代算法,天津大学学报,第 1 期,1998
[17]吴明战,周红波,陈竹昌,循环加载后饱和软拈土退化性状的试验研究,同济大学学报,第 3 期,1998
[18]Martin G R,“Effects of system compliance on liquefaction tests”,Journal of Geotechnical Engineering Division,4(1978)
[19]沈珠江,徐刚,堆石料的动力变形特性,水利水运科学研究,第 2 期,1996
[20]王建华,要明伦,循环应变下饱和砂(粉)土衰化动力特性研究,水利学报,第 7 期,1997
[21]陈国兴,谢君裴,张克绪,土与结构材料界面性状的研究概况,世界地震工 程,第 4 期,1994
[22]Grigori Muravskii and Sam Frydman, “Site response analysis using a non-linear hysteretic model” Soil Dynamics and Earthquake Engineering,17(1998),
[23]祝振宇,大直径圆筒防波堤在冲击荷载下的动力响应,硕士学位论文,天津大学,2003
[24]唐云,结构-波浪-海床动力相互作用系统的数值模拟,硕士学位论文,天津大学,2003
[25]竺存宏,使用极限状态大直径圆筒土压力计算方法,岩土工程学报,第 3 期 ,2002
[26]钟辉虹,黄茂松,吴世明等,循环荷载作用下软黏土变形特性研究,岩土工程学报,第 5 期,2002
[27]陆培毅,刘畅,弹性抗力法确定支护结构插入深度的研究,岩土力学,第 6期,2002
[28]Kazuo Konagai and Toyoaki Nogami,“Analog circuit to simulate dynamic soil-structure interaction in shake table test”Soil Dynamics and Earthquake Engineering,17(1998)
[29]王杰贤,动力地基与基础,科学出版社,2001
[30]Nicos Makris and Geoge Gazetas,“Dynamic Pile-Soil-Pile Interaction. Part2: Lateral and Seismic Response” Earthquake Engineering and Structual Dynamics, 1992
[31]钱家欢,殷宗泽,土工原理与计算(第 2 版),中国水利水电出版社,1996
[32]American Petroleum Institute (API), Recommended Practice for Planning, Designing and Constructing Fixed Offshore Platforms, American Petroleum Institute Production Department, Washington, D. C., 1996
[33]谢定义,张建民,周期荷裁下饱和砂土瞬态孔隙水压力的变化机理与计算模型,土木工程学报,第 2 期,1990
[34]Hardin B O and Black W L,“Vibration modulus of normal consolidated clay” JSoil Mech Found Div, ASCE, 94(SM2)(1968)
[35]Toyoaki Nogami, Jun Otani, Kazuo Konagai, and Hsiao-Lian Chen, “Nonlinear Soil—Pile Interaction For Dynamic Lateral Motion” Journal of Geotechnical Engineering, 1(1992)
[36]Akumi Ohyama, “Masahiro Transmission and Reflection Characteristic of wave over a submerged armor”Coastal Engineering, 32(1988)
[37]Toyoaki Nogami , “Simplified subgrade model for three-dimensional siol-foundation interaction analysis”Soil Dynamics and Earthquake Engineering,15(1996)
[38]T.Nogami,K.Konagai,A.mikami,“Simple formulations of ground impedance functions for rigid surface foundations ” Soil Dynamics and Earthquake Engineering,21(2001)
[39]张学言,闫澍旺,岩土塑性力学基础,天津:天津大学出版社,2004
[40]M.帕兹,结构动力学理论与计算,地震出版社,1993
[41]R.W.克拉夫等,结构动力学,科学出版社,1981
[42]吴世明,土动力学,中国建筑工业出版社,2000
[43]廖红建,宋丽,杨政等.往返荷载下粘性土的强度及取值标准试验研究.岩土力学,第 1 期,2001
[44]牟崇元,常宝琦等,等幅循环荷载作用下土的动剪切模量和阻尼,华南地震,第 2 期,1991
[45]郭中华,余湘娟等,循环荷载作用下软土计算模型初探.河海大学学报,第 1期,2002
[46]赵经文等,结构有限元分析,哈尔滨工业大学出版社, 1988
[47]白冰,肖宏彬,软土工程若干理论与应用,中国水利水电出版社,2002
[48]王瑁成等,有限单元法基本原理和数值方法(第 2 版) 清华大学出版社,1997
[49]郝红伟,施光凯,Origin 6.0 实例教程,中国电力出版社,2000
[50]蒋彭年,土的本构关系,科学出版社,1982
[51]杨进良,土力学,中国水利水电出版社,2000
[52]屈智炯,土的塑性力学,四川:成都科技大学出版社,1987
[53]杨桂通,土动力学,中国建材工业出版社,2000
[54]谢定义,土动力学,西安:西安交通大学出版社,1988