饱和砂土应力—应变特性的真三轴试验研究
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摘要
目前,砂土应力-应变特性的研究难以满足当前工程实践的需要,而剪胀性是捕述砂土特性的关键因素。该问题的研究除了本身比较复杂以外,还受土工测试手段的限制。若没有真三轴仪和相应的真三轴试验,分析研究砂土的剪胀性就较困难。弄清砂上在饱和状态下的应力应变关系是认识砂土剪胀性的有效方法,而真三轴试验是必要的手段。
本文就是以真三轴试验的可靠性数据为基石,围绕砂土的应力应变特性展开研究。
本文的主要研究工作是：
1.基于饱和砂土在不同中主应力系数下的真三轴试验结果,本文探讨了中主应力系数对饱和砂土应力应变特性的影响。分析结果表明：在相同条件下,随着中主应力系数的增大,饱和砂土的剪切强度逐步增大。
2.依据不同固结围压条件下的真三轴试验结果,本文系统分析了饱和砂土的应力应变关系及体积变化特性等。
3.在围压100kPa或200kPa、中主应力系数b=0的条件下,基于饱和砂土不同沉积方向的试验成果,本文分析了固有各向异性及应力导致的各向异性对砂土营力应变特性的综合影响。
4.在围压100kPa、中主应力系数b=0、0.25、0.5、0.75、1的情况下,本文对比分析了不同排水状态对饱和砂土力学特性的影响。
5.本文根据试验结果对Lade-Duncan模型参数进行了标定,并根据模型拟合曲线与试验曲线的对比,验证了该模型对饱和砂土的适用性。
最后,本文关于进一步的研究方向做了简要的讨论。
At present, the sand of the stress-strain characteristics difficulty to meet the needs of current engineering practice, the dilatancy is the key factor to describe the sand characteristics. The study of the problem itself is more complex, but also by the limitations of the geotechnical testing means. If there is no true triaxial and true triaxial tests, there are more difficult on the analysis of the dilatancy of sand. Find out the stress-strain relationship of the saturated sand is an effective way to recognize the dilatancy,and true triaxial test is the necessary means.
Based on the reliable data of the true triaxial test,This paper focuses on the stress-strain characteristics of the sand to study.
The research work done is presented as follows:
1. Based on the true triaxial tests of saturated sand under different coefficient of intermediate principal stress, this paper investigates the influence of intermediate principal stress on the stress-strain characteristics of saturated sand. Test results show that, under the same conditions, with the intermediate principal stress coefficient increases, the shear strength of saturated sand is gradually increased.
2. Based on the true triaxial test results under different confining pressure conditions, this paper systematically analyzes the stress-strain relationship and the volume change characteristics of saturated sand.
3. In confining pressure100kPa or200kPa, the intermediate principal stress coefficient b=0case, based on the test results of the saturated sand under different conditions of the deposition direction, this paper analyzes the impact of stress-induced anisotropy on the sandy soil stress-strain behavior.
4. In confining pressure100kPa, the intermediate principal stress coefficient b=0,0.25,0.5,0.75,1case, the paper compares the impact of the drainage status of the mechanical properties of saturated sand.
5. According to the experimental results, the Lade-Duncan model parameters were calibrated. And further validate the applicability of the model of saturated sand.
Finally, further studies on the research are discussed briefly.
本文就是以真三轴试验的可靠性数据为基石,围绕砂土的应力应变特性展开研究。
本文的主要研究工作是：
1.基于饱和砂土在不同中主应力系数下的真三轴试验结果,本文探讨了中主应力系数对饱和砂土应力应变特性的影响。分析结果表明：在相同条件下,随着中主应力系数的增大,饱和砂土的剪切强度逐步增大。
2.依据不同固结围压条件下的真三轴试验结果,本文系统分析了饱和砂土的应力应变关系及体积变化特性等。
3.在围压100kPa或200kPa、中主应力系数b=0的条件下,基于饱和砂土不同沉积方向的试验成果,本文分析了固有各向异性及应力导致的各向异性对砂土营力应变特性的综合影响。
4.在围压100kPa、中主应力系数b=0、0.25、0.5、0.75、1的情况下,本文对比分析了不同排水状态对饱和砂土力学特性的影响。
5.本文根据试验结果对Lade-Duncan模型参数进行了标定,并根据模型拟合曲线与试验曲线的对比,验证了该模型对饱和砂土的适用性。
最后,本文关于进一步的研究方向做了简要的讨论。
At present, the sand of the stress-strain characteristics difficulty to meet the needs of current engineering practice, the dilatancy is the key factor to describe the sand characteristics. The study of the problem itself is more complex, but also by the limitations of the geotechnical testing means. If there is no true triaxial and true triaxial tests, there are more difficult on the analysis of the dilatancy of sand. Find out the stress-strain relationship of the saturated sand is an effective way to recognize the dilatancy,and true triaxial test is the necessary means.
Based on the reliable data of the true triaxial test,This paper focuses on the stress-strain characteristics of the sand to study.
The research work done is presented as follows:
1. Based on the true triaxial tests of saturated sand under different coefficient of intermediate principal stress, this paper investigates the influence of intermediate principal stress on the stress-strain characteristics of saturated sand. Test results show that, under the same conditions, with the intermediate principal stress coefficient increases, the shear strength of saturated sand is gradually increased.
2. Based on the true triaxial test results under different confining pressure conditions, this paper systematically analyzes the stress-strain relationship and the volume change characteristics of saturated sand.
3. In confining pressure100kPa or200kPa, the intermediate principal stress coefficient b=0case, based on the test results of the saturated sand under different conditions of the deposition direction, this paper analyzes the impact of stress-induced anisotropy on the sandy soil stress-strain behavior.
4. In confining pressure100kPa, the intermediate principal stress coefficient b=0,0.25,0.5,0.75,1case, the paper compares the impact of the drainage status of the mechanical properties of saturated sand.
5. According to the experimental results, the Lade-Duncan model parameters were calibrated. And further validate the applicability of the model of saturated sand.
Finally, further studies on the research are discussed briefly.
引文
[1]黄文熙.土的工程性质[M].北京：中国水利水电出版社,1983.
[2]姜朴主.现代土工测试技术[M].北京：中国水利水电出版社,1997.
[3]朱思哲.三轴试验原理与应用技术[M].北京：中国电力出版社,2003.
[4]Kjellman W.Report on an Apparatus for Consummate Investigation of the Mechanical Properties of Soil,1 stlCSMFE,1963:16-20.
[5]Sutherland H B,Mesdary M S.The influence of the intermediate principal stress on the strength of sand[C]//Proceedings of the 7th International Conference on Soil Mechanics and Foundation Engineering.Mexico City:[s.n.],1969:391-399.
[6]Ko H Y,Scott R F.Deformation sand and failure[J].Journal of the Soil Mechanics and Foundations Division,ASCE,1968,94(4):883-898.
[7]Lade P V,Duncan J M.Cubica triaxial tests on cohesionless soil[J].Journal of Soil Mechanics and Foundation Engineering Division,ASCE,1973,99(10):783-812.
[8]张坤勇,殷宗泽,徐志伟.国内真三轴试验仪的发展及应用[M].北京：岩土工程技术,2003,5.
[9]Roscoe,K.H.,Burland,J.B..On the generalized stress-strain behavior of 'wet' clay[A].Engineering plasticity[C],Cambridge University Press,London,1968:535-609
[10]Reynolds,O.(1885).On the dilatancy of media composed of rigid particles in contact,Phil.Mag,5(20):469-478.
[11]Gasagrande,A.Characteristics of cohesionless soils affecting the stability of earth-fills,Journal of the Boston Society of Civil Engineering,1936:257-276.
[12]Taylor,D.W..Fundamentals of soil mechanics,John Wiley and Sons Inc.,1948,New York.
[13]Rowe,P W.The stress-dilatancy relation for static equilibrium of an assembly of particles in contact,Proc.of the Royal Society of London,1962,269.Series A:500-527.
[14]Wroth,C.P.and Bassett,R.H..A stress-strain relationship for the snearing behavior of sand.Geotechnique,1965,15(1):32-56.
[15]Been K,Jefferies M G.A state parameter for sands.Geotechnique,1985,35(2):99-112.
[16]Ishihara K Liquefaction and flow failure during earthquakes[J].Geotechnique,1993, 43(3):351-415
[17]Bolton M D.The strength and dilatancy of sands[J].Geotechnique,1986,36(1):65-78.
[18]Horne,M.R..The behaviour of an assembly of rotund,rigid,cohesionless particles, Proc.Royal Society,A.,London,1965,286:62-97.
[19]邵俊生,谢定义.饱和砂土的物态变化特性,岩土工程学报,Vol.23 No.1 Jan.2001：58-60.
[20]蔡正银,李相菘.砂土的变形特性与临界状态,岩土工程学报,Vol.26 No.5 Sep.2004：697-701.
[21]蔡正银.砂土的变形特性,黄河水利出版社,2004.
[22]谢定义,姚仰平,党发宁.高等土力学[M],北京：高等教育出版社,2008.
[23]Gasagrande,A.The shearing resistance of soils and its relation to the stability of Earth dams.Pro.Soils found.Conf.US Engineering Department,1938.
[24]松冈元.土力学,(罗汀,姚仰平.编译),中国水利水电出版社.
[25]蔡正银,李相菘.砂土的剪胀理论及其本构模型的发展[J].岩土工程学报,2007.29(8)：1122-1128.
[26]李广信.高等土力学[M].北京：清华大学出版社,2004.
[27]曾国熙.正常固结黏性土不排水剪切的归一化性状[A].软土地基处理学术讨论会论文选集[C].北京：水利出版社,1980.13-26.
[28]陈晓平,杨光华,杨雪强编著.土的本构关系.中国水利水电出版社.
[29]龚晓南.高等上力学[M].北京：清华大学出版社,1996.
[30]扈萍等.粉细砂的真三轴试验与强度特性.岩土力学,2011.32(2)：465-470.
[31]屈智炯.土的塑性力学.成都：成都科技大学出版社,1987.
[32]殷宗泽.一个土体的双屈服而应力-应变模式[J].岩土工程学报,1988,10(4)：64-71.
[33]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.
[34]郭莹,陈珍.成样方法对饱和中砂静力三轴固结排水剪切试验结果的影响[J].土木工程学报,2010(S2)：306-311.
[35]张文峰.成样方法对南通饱和粉砂变形与强度特性影响的实验研究[D].大连：大连理工大学,2007.
[36]黄文熙等.土的工程性质[M].北京：水利出版社.1983.
[37]张建民.砂土的可逆性和不可逆性剪胀规律[J].岩土工程学报,2000,1(22)：12-17.
[38]沈珠江,刘恩龙.不同应力路径下结构性上的力学特性[J].岩石力学与上程学报,2006,10(25)：2058-2064.
[39]工国欣,肖树芳,周旺高.原状结构性士先期固结压力及结构强度的确定[J].岩土工程学报,2003,25(2)：249-251.
[40]骆亚生,谢定义.复杂应力条件下土的结构性本构关系[J],四川大学学报(工程科学版),2005,37(5)：14-18.
[41]迟明杰,李小军,周正华等.中主应力对砂土强度影响的细观机制研究[J].岩土力学,2010,31(12)：3751-3757.
[42]施维成,朱俊高与刘汉龙.中主应力对砾石料变形和强度的影响.岩十工程学报,2008(10)：1449-1453.
[43]孙红,袁聚云,赵锡宏.软土的真三轴试验研究[J].水利学报,2002,46(12)：74-78.
[44]Duncan J M,Chang C Y.Nonlinear Nonlinear Analysis of Stress and Strain in Soils.J.Soil Mech.Found.Div.ASCE,1970Vol.96,No SM5:1629-1653.
[45]Duncan J M,Wong K S. MabryP.Report No.UCB/GT/SO-01,University of California, 1980.
[46]Domaschuk L,Valliappan P.Nonlinear Settlement Analysis by Finite Element.Journal of Geotechnical Engineering Div.ASCE.101(GT7),july,1975.
[47]Roscoe K H,Schofield A N,Thurairajah, Yielding of Clays in States Wetter than Critical. Geotechnique 13,1963.
[48]Lade,P.V.and Duncan,J.M.Cubical Triaxial Tests on Cohesionless Soil.Journal of the Soil Mechanics foundation division,ASCE,Vol,99,No,SMIO,Oct,1975a.
[49]Lade P.V.Modeling Yield Surface for Granular in Three Dimmention,Computer Methods and Aduances in Geomechanics.A.A.BALKEMA/ROTTERDAM/BROOKFIELD,1997.
[50]殷宗泽.土工原理[M].北京：中国水利水电出版社,2007.
[51]杨雪强.不同应力路径下土体的变形特性与破坏特性[J].岩土力学,2006(12)：2181-2185.
[52]沈珠汀.考虑剪胀性的上和石料的非线性应力应变模式[J].水利水运科学研究,1986(4)：1-14.
[53]罗爱忠.新型真二轴仪调试及重塑黄土强度变形特性的试验研究[D].西安理工大学,2008.
[54]魏汝龙.论土的剪胀性[J].水利学报,1963(6)：128-134.
[55]扈萍.砂土的三维非共轴临界状态本构理论研究[D].同济大学,2008.
[56]刘文治.结构性图的剪胀性及扰动状态本构模型试验研究[D].湖北工业大学,2008.
[57]杨仲轩,李相崧等.砂土各向异性和不排水剪切特性研究[J].深圳大学学报(理工版),2009(2)：158-163.
[58]杨雪强,朱志政,何世秀等.对Lade-Duncan, Mastuoka-Nakai和Ottosen等破坏准则的认识[J].岩土工程学报,2006(3)：337-342.
[59]杨雪强.对土样强度破坏标准的探讨[J].湖北工业大学学报,2006(5)：1-5.
[60]徐志伟.土体各向异性变形特性真三轴试验研究[D].河海大学,2003.
[61]李广信.土的三维本构关系的探讨与模型验证[D].北京：清华大学,1985.
[62]朱俊高,卢海华,殷宗泽.土体侧向变形性状的真三轴试验研究[J].河海大学学报,1995,23(6)：28-33.
[63]迟明杰.砂土的剪胀性以及本构模型的研究[D].北京交通大学,2008.
[64]曾玲玲,陈晓平.软土在不同应力路径下的力学特性分析[J].岩土力学,2009(5)：1264-1270.
[65]孔德志.粉土的真三轴试验及邓肯-张模型改进研究[D].南京：河海大学,2004.
[66]燕全会,杨雪强.粗砂不排水剪切的真三轴试验研究[J].土工基础,2012(4).
[2]姜朴主.现代土工测试技术[M].北京：中国水利水电出版社,1997.
[3]朱思哲.三轴试验原理与应用技术[M].北京：中国电力出版社,2003.
[4]Kjellman W.Report on an Apparatus for Consummate Investigation of the Mechanical Properties of Soil,1 stlCSMFE,1963:16-20.
[5]Sutherland H B,Mesdary M S.The influence of the intermediate principal stress on the strength of sand[C]//Proceedings of the 7th International Conference on Soil Mechanics and Foundation Engineering.Mexico City:[s.n.],1969:391-399.
[6]Ko H Y,Scott R F.Deformation sand and failure[J].Journal of the Soil Mechanics and Foundations Division,ASCE,1968,94(4):883-898.
[7]Lade P V,Duncan J M.Cubica triaxial tests on cohesionless soil[J].Journal of Soil Mechanics and Foundation Engineering Division,ASCE,1973,99(10):783-812.
[8]张坤勇,殷宗泽,徐志伟.国内真三轴试验仪的发展及应用[M].北京：岩土工程技术,2003,5.
[9]Roscoe,K.H.,Burland,J.B..On the generalized stress-strain behavior of 'wet' clay[A].Engineering plasticity[C],Cambridge University Press,London,1968:535-609
[10]Reynolds,O.(1885).On the dilatancy of media composed of rigid particles in contact,Phil.Mag,5(20):469-478.
[11]Gasagrande,A.Characteristics of cohesionless soils affecting the stability of earth-fills,Journal of the Boston Society of Civil Engineering,1936:257-276.
[12]Taylor,D.W..Fundamentals of soil mechanics,John Wiley and Sons Inc.,1948,New York.
[13]Rowe,P W.The stress-dilatancy relation for static equilibrium of an assembly of particles in contact,Proc.of the Royal Society of London,1962,269.Series A:500-527.
[14]Wroth,C.P.and Bassett,R.H..A stress-strain relationship for the snearing behavior of sand.Geotechnique,1965,15(1):32-56.
[15]Been K,Jefferies M G.A state parameter for sands.Geotechnique,1985,35(2):99-112.
[16]Ishihara K Liquefaction and flow failure during earthquakes[J].Geotechnique,1993, 43(3):351-415
[17]Bolton M D.The strength and dilatancy of sands[J].Geotechnique,1986,36(1):65-78.
[18]Horne,M.R..The behaviour of an assembly of rotund,rigid,cohesionless particles, Proc.Royal Society,A.,London,1965,286:62-97.
[19]邵俊生,谢定义.饱和砂土的物态变化特性,岩土工程学报,Vol.23 No.1 Jan.2001：58-60.
[20]蔡正银,李相菘.砂土的变形特性与临界状态,岩土工程学报,Vol.26 No.5 Sep.2004：697-701.
[21]蔡正银.砂土的变形特性,黄河水利出版社,2004.
[22]谢定义,姚仰平,党发宁.高等土力学[M],北京：高等教育出版社,2008.
[23]Gasagrande,A.The shearing resistance of soils and its relation to the stability of Earth dams.Pro.Soils found.Conf.US Engineering Department,1938.
[24]松冈元.土力学,(罗汀,姚仰平.编译),中国水利水电出版社.
[25]蔡正银,李相菘.砂土的剪胀理论及其本构模型的发展[J].岩土工程学报,2007.29(8)：1122-1128.
[26]李广信.高等土力学[M].北京：清华大学出版社,2004.
[27]曾国熙.正常固结黏性土不排水剪切的归一化性状[A].软土地基处理学术讨论会论文选集[C].北京：水利出版社,1980.13-26.
[28]陈晓平,杨光华,杨雪强编著.土的本构关系.中国水利水电出版社.
[29]龚晓南.高等上力学[M].北京：清华大学出版社,1996.
[30]扈萍等.粉细砂的真三轴试验与强度特性.岩土力学,2011.32(2)：465-470.
[31]屈智炯.土的塑性力学.成都：成都科技大学出版社,1987.
[32]殷宗泽.一个土体的双屈服而应力-应变模式[J].岩土工程学报,1988,10(4)：64-71.
[33]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.
[34]郭莹,陈珍.成样方法对饱和中砂静力三轴固结排水剪切试验结果的影响[J].土木工程学报,2010(S2)：306-311.
[35]张文峰.成样方法对南通饱和粉砂变形与强度特性影响的实验研究[D].大连：大连理工大学,2007.
[36]黄文熙等.土的工程性质[M].北京：水利出版社.1983.
[37]张建民.砂土的可逆性和不可逆性剪胀规律[J].岩土工程学报,2000,1(22)：12-17.
[38]沈珠江,刘恩龙.不同应力路径下结构性上的力学特性[J].岩石力学与上程学报,2006,10(25)：2058-2064.
[39]工国欣,肖树芳,周旺高.原状结构性士先期固结压力及结构强度的确定[J].岩土工程学报,2003,25(2)：249-251.
[40]骆亚生,谢定义.复杂应力条件下土的结构性本构关系[J],四川大学学报(工程科学版),2005,37(5)：14-18.
[41]迟明杰,李小军,周正华等.中主应力对砂土强度影响的细观机制研究[J].岩土力学,2010,31(12)：3751-3757.
[42]施维成,朱俊高与刘汉龙.中主应力对砾石料变形和强度的影响.岩十工程学报,2008(10)：1449-1453.
[43]孙红,袁聚云,赵锡宏.软土的真三轴试验研究[J].水利学报,2002,46(12)：74-78.
[44]Duncan J M,Chang C Y.Nonlinear Nonlinear Analysis of Stress and Strain in Soils.J.Soil Mech.Found.Div.ASCE,1970Vol.96,No SM5:1629-1653.
[45]Duncan J M,Wong K S. MabryP.Report No.UCB/GT/SO-01,University of California, 1980.
[46]Domaschuk L,Valliappan P.Nonlinear Settlement Analysis by Finite Element.Journal of Geotechnical Engineering Div.ASCE.101(GT7),july,1975.
[47]Roscoe K H,Schofield A N,Thurairajah, Yielding of Clays in States Wetter than Critical. Geotechnique 13,1963.
[48]Lade,P.V.and Duncan,J.M.Cubical Triaxial Tests on Cohesionless Soil.Journal of the Soil Mechanics foundation division,ASCE,Vol,99,No,SMIO,Oct,1975a.
[49]Lade P.V.Modeling Yield Surface for Granular in Three Dimmention,Computer Methods and Aduances in Geomechanics.A.A.BALKEMA/ROTTERDAM/BROOKFIELD,1997.
[50]殷宗泽.土工原理[M].北京：中国水利水电出版社,2007.
[51]杨雪强.不同应力路径下土体的变形特性与破坏特性[J].岩土力学,2006(12)：2181-2185.
[52]沈珠汀.考虑剪胀性的上和石料的非线性应力应变模式[J].水利水运科学研究,1986(4)：1-14.
[53]罗爱忠.新型真二轴仪调试及重塑黄土强度变形特性的试验研究[D].西安理工大学,2008.
[54]魏汝龙.论土的剪胀性[J].水利学报,1963(6)：128-134.
[55]扈萍.砂土的三维非共轴临界状态本构理论研究[D].同济大学,2008.
[56]刘文治.结构性图的剪胀性及扰动状态本构模型试验研究[D].湖北工业大学,2008.
[57]杨仲轩,李相崧等.砂土各向异性和不排水剪切特性研究[J].深圳大学学报(理工版),2009(2)：158-163.
[58]杨雪强,朱志政,何世秀等.对Lade-Duncan, Mastuoka-Nakai和Ottosen等破坏准则的认识[J].岩土工程学报,2006(3)：337-342.
[59]杨雪强.对土样强度破坏标准的探讨[J].湖北工业大学学报,2006(5)：1-5.
[60]徐志伟.土体各向异性变形特性真三轴试验研究[D].河海大学,2003.
[61]李广信.土的三维本构关系的探讨与模型验证[D].北京：清华大学,1985.
[62]朱俊高,卢海华,殷宗泽.土体侧向变形性状的真三轴试验研究[J].河海大学学报,1995,23(6)：28-33.
[63]迟明杰.砂土的剪胀性以及本构模型的研究[D].北京交通大学,2008.
[64]曾玲玲,陈晓平.软土在不同应力路径下的力学特性分析[J].岩土力学,2009(5)：1264-1270.
[65]孔德志.粉土的真三轴试验及邓肯-张模型改进研究[D].南京：河海大学,2004.
[66]燕全会,杨雪强.粗砂不排水剪切的真三轴试验研究[J].土工基础,2012(4).
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