考虑气相硬化影响的非饱和土本构模型试验研究
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摘要
非饱和土是由固、液、气三相组成。目前大部分学者在研究非饱和土的时候都认为其中的气体是与大气相通,这样气体压力在土体变形过程中始终都不会发生变化(等于大气压)。已有研究表明气体的存在形态对非饱和土的性质有很大的影响,尤其是在气相内部连通或是存在较大封闭气泡的情形下,气压不再保持为常数,其变化必将对土的行为产生影响。但是目前人们对这一状态的研究并不多,在大多非饱和土的研究中,都认为气相是连续的,是和大气连通的。并且目前大部分的非饱和土试验都是在饱和度不太高的条件下进行的,而高饱和度的试验数据相对较少,气体测量也比较困难。目前对封闭气泡的研究,主要是针对大气泡的情况,而如何考虑土中的封闭气体气压变化对土体的影响,将是本文试验研究的一个重点。
本文工作的目标是通过试验研究非饱和土中气相硬化对土体行为的影响,并对刘艳(2010年)[7]建立的固-液-气三相耦合的非饱和土本构模型(GAS模型)进行试验验证。不同于已有的试验方案,本文试验工作中分别进行高饱和度与低饱和度情况下的非饱和土试验,以此研究气相硬化对其行为的影响。研究中对取自北京某地区的粉质粘土进行固结排水剪切试验、非饱和土干湿循环试验、非饱和土等向固结排水试验。通过这些试验可以确定GAS模型参数：包括饱和模型参数λ, κ; LC屈服面参数km,θ；流体弹塑性参数λ_w, κ_w, λ_a；耦合系数k_(sw), k_(ws), k_(sg), k_(gs)。
利用所测参数,分别对高饱和度与低饱和度两种不同情况下的试验结果进行预测。试验结果研究表明,在高饱和度时,由于气相硬化的影响,需要考虑气相压力变化对非饱和土体变以及饱和度变化造成的影响；而在低饱和度时,则可以忽略气相硬化的作用。并将模型预测结果与试验结果进行对比,研究表明GAS模型能够较好的模拟高饱和度与低饱和度情况下的试验结果,从而通过试验验证了GAS模型的有效性,并揭示了高饱和度下气相硬化对土体力学行为的作用。
An unsaturated soil is consisted of solid, liquid and gas. Most previous researchers presumed that gas is connected with the outside atmospheric pressure so that gas pressure keeps constant under the process of loading. Previous researches have showed that the form of gas has great role in mechanical behavior of unsaturated soils, especially to occluded gas or inner connected gas because of changes of gas pressure. But present studies of this state are little. Most researchers presume constant gas pressure, connected with each other. In addition, most experiments are conducted in low saturation, lacking of data in high saturation and existing difficulties in measuring gas pressure. Although this way has made problem simple, we must accept that there are occluded air in unsaturated soils. How to consider the influence of occluded gas bubbles on soils is an emphasis of this thesis through tests.
The target of this thesis is to study the effect of gas hardening on soil behavior and make experimental verification for GAS model, a coupled solid-liquid-gas constitutive model of unsaturated soils. Different with existing test scheme, both high saturation tests and low saturation tests are done so as to the role of gas hardening on soil behavior. Studies has been conducted for silt clay from Beijing through consolidated drained triaxial tests of saturated soils, drying-wetting tests and isotropic consolidation tests of unsaturated soil tests. Parameters of the constitutive model of unsaturated soils considering the effect of gas hardening(GAS model),proposed by Liu Yan, can be determined by these tests, including the parameters of saturated soils (λ, κ); parameters of LC yielding surface (k_m, θ); elastoplastic parameters of fluids (λ_w, λ_a, κ_a); coupled parameters (k_(sw), k_(ws), k_(sg), k_(gs)).
According to the parameters measured by tests, we make prediction both on high saturation and low saturation. The results show that we should consider the effects of gas hardening on volumetric strain and saturation in high saturation and we can ignore these effects in low saturation. GAS model predicted results can correspond with the tests results both in high saturation and low saturation. So we can make a conclusion that GAS model is effective and show the role of gas hardening to mechanical behavior of soils.
本文工作的目标是通过试验研究非饱和土中气相硬化对土体行为的影响,并对刘艳(2010年)[7]建立的固-液-气三相耦合的非饱和土本构模型(GAS模型)进行试验验证。不同于已有的试验方案,本文试验工作中分别进行高饱和度与低饱和度情况下的非饱和土试验,以此研究气相硬化对其行为的影响。研究中对取自北京某地区的粉质粘土进行固结排水剪切试验、非饱和土干湿循环试验、非饱和土等向固结排水试验。通过这些试验可以确定GAS模型参数：包括饱和模型参数λ, κ; LC屈服面参数km,θ；流体弹塑性参数λ_w, κ_w, λ_a；耦合系数k_(sw), k_(ws), k_(sg), k_(gs)。
利用所测参数,分别对高饱和度与低饱和度两种不同情况下的试验结果进行预测。试验结果研究表明,在高饱和度时,由于气相硬化的影响,需要考虑气相压力变化对非饱和土体变以及饱和度变化造成的影响；而在低饱和度时,则可以忽略气相硬化的作用。并将模型预测结果与试验结果进行对比,研究表明GAS模型能够较好的模拟高饱和度与低饱和度情况下的试验结果,从而通过试验验证了GAS模型的有效性,并揭示了高饱和度下气相硬化对土体力学行为的作用。
An unsaturated soil is consisted of solid, liquid and gas. Most previous researchers presumed that gas is connected with the outside atmospheric pressure so that gas pressure keeps constant under the process of loading. Previous researches have showed that the form of gas has great role in mechanical behavior of unsaturated soils, especially to occluded gas or inner connected gas because of changes of gas pressure. But present studies of this state are little. Most researchers presume constant gas pressure, connected with each other. In addition, most experiments are conducted in low saturation, lacking of data in high saturation and existing difficulties in measuring gas pressure. Although this way has made problem simple, we must accept that there are occluded air in unsaturated soils. How to consider the influence of occluded gas bubbles on soils is an emphasis of this thesis through tests.
The target of this thesis is to study the effect of gas hardening on soil behavior and make experimental verification for GAS model, a coupled solid-liquid-gas constitutive model of unsaturated soils. Different with existing test scheme, both high saturation tests and low saturation tests are done so as to the role of gas hardening on soil behavior. Studies has been conducted for silt clay from Beijing through consolidated drained triaxial tests of saturated soils, drying-wetting tests and isotropic consolidation tests of unsaturated soil tests. Parameters of the constitutive model of unsaturated soils considering the effect of gas hardening(GAS model),proposed by Liu Yan, can be determined by these tests, including the parameters of saturated soils (λ, κ); parameters of LC yielding surface (k_m, θ); elastoplastic parameters of fluids (λ_w, λ_a, κ_a); coupled parameters (k_(sw), k_(ws), k_(sg), k_(gs)).
According to the parameters measured by tests, we make prediction both on high saturation and low saturation. The results show that we should consider the effects of gas hardening on volumetric strain and saturation in high saturation and we can ignore these effects in low saturation. GAS model predicted results can correspond with the tests results both in high saturation and low saturation. So we can make a conclusion that GAS model is effective and show the role of gas hardening to mechanical behavior of soils.
引文
[1]包承纲,詹良通.非饱和土性状及其与工程问题的联系[J].岩土工程学报,2006,28(2)：129-136.
[2]Wheeler S J. A conceptual model for soils containing large gas bubbles[J]. Geotechnique, 1988,38:389-397.
[3]俞培基,陈愈炯.非饱和土的水-气形态及其与力学性质的关系.水利学报.1965(1)：16-23.
[4]包承纲.非饱和压实土的气相形态及其裂隙压力消散的关系.第三届全国土力学与基础工程会议论文集.北京：中国建筑工业出版社,1979.129-135.·
[5]Terzaghi k. theoretical soil mechanics. london: wiley,1944.
[6]Wheeler S.J. the undrained shear strength of soils containing large gas bubbles.geotechnique.1988, 38(3):399-413.
[7]刘艳.非饱和土的广义有效应力原理及其本构模型研究[M].北京交通大学.2010.
[8]陈正汉.关于土力学理论模型与科研方法的思考(续).力学与实践,2004,26：63-67.
[9]赵成刚,韦昌富,蔡国庆.土力学理论的发展和面临的挑战.岩土力学.2011,32(12).3521-3540.
[10]钱家欢,殷宗泽.土工原理与计算[M].北京：中国水利水电出版社,2007.
[11]Fredlund D G, Rahardjo H. Soil mechanics for unsaturated soils[M]. New York: Wiley Publications, 1993.
[12]汪东林.非饱和土体变试验研究及其在地面沉降中的应用(D).大连理工大学,2007.
[13]Gens A. Soil-environment interactions in geotechnical engineering[J]. Geotechnique, 2010,60(1):3-74.
[14]Alonso E E, Gens A, Josa A. The constitutive model for partially saturated soils [J]. Geotechnique, 1990, 40(3): 405-430.
[15]Cui Y J, Delage P, Sultan N. An elasoplastic model for compacted soil[C]// Proceedings of the 1st International Conference on Unsaturated Soils. Paris,1995:703-709.
[16]Wheeler S J, Sivakumar V. An elasto-plastic critical state framework for unsaturated soil.[J].Geotechque,1995,45(1):35-53.
[17]Bolzon G, Schrefler B A, Zienkiwicz O C. Elastoplastic soil constitutive laws generalized to partially saturated states[J]. Geotechnique, 1996, 46(2): 279-289.
[18]Jommi C, Di Prisco C. Un semplice approcio teorico per la modellazione del comportamento meccanico di terreni granulari parcialmeute saturi[C]// Conference llruolo dei Fluldi nei Problemi di Ingegnefia Geotecnica. S.l.: Mondovi, 1994:167-188.
[19]Kohgo Y, Nakano M, Miyazaki T. Theoretical aspects of constitutive modeling for unsaturated soils [J]. Soils and Foundations, 1993, 33(4):49-63.
[20]Modaressi A, Aboubekr N. A unified approach to model the behavior of saturated and unsaturated soils[C]// Proceedings of the 8th International Conference on Computer Methods and Advances in Geomechanics. Rotterdam: A. A. Balkema, 1994: 1507-1513.
[21]Pakzad M. Modalisation du comportement hydro-mecanique des argiles gonflantes a faible porosite [D]. Orleans:Unversite d'Orleans, 1995.
[22]Gallipoli D, Gens A, Sharma R, et al. An elastoplastic model for unsaturated soil incorporating the effects of suction and degree of saturation on mechanical behavior [J]. Geotechnique, 2003, 53(1): 123-135.
[23]Wheeler S J, Sharma R S, Buisson M S R. Coupling of hydraulic hysteresis and stress-strain behaviour in unsaturated soils[J]. Geotechnique, 2003, 45(1): 35-53.
[24]Sun D, Sheng D, Sloan S. Elastoplastic modeling of hydraulic and stress-strain behavior of unsaturated soils [J]. Mechanics of Materials,2006,39(3):212-221.
[25]Bishop A W. The principle of effective stress [J]. Teknisk Ukeblad, 1959,106 (39): 113-143.
[26]JENNINGS J E B, BURLAND J B. Limitations to the use of effective stresses in unsaturated soils[J]. Geotechnique, 1962, 12(2): 125-144.
[27]Burland J B. Some aspects of the mechanical behaviour of partly saturated soils[C]//Moisture Equilibria and Moisture Changes in Soils beneath Covered Areas. Sydeny, Australia: Butterworth, 1965:270-278.
[28]MATYAS E L, RADHAKRISHNA H S. Volume change characteristics of partially saturated soils[J]. Geotechnique, 1968, 18: 432-448.
[29]Brackley I J A. Partial collapse in unsaturated expansive clay[C]//Proceedings of 5th Regional Conference Soil Mechanics and Foundation Engineering. Luanda, Angola: Laborat6rio de Engenharia de Angola, 1971:23-30.
[30]AITCHISON G D. Soils properties, shear strength, and consolidation[C]//Proceedings of 6th International Conference on Soil Mechanics and Foundation Engineering. Toronto:University of Toronto Press, 1965: 319-321.
[31]KHALILI N, GEISER F, BLIGHT G E. Effective stress in unsaturated soils:Review with new evidence[J]. International Journal of Geomechanics, 2004, 4(2): 115-126.
[32]Coleman J D. Stress-strain relations for partly saturated soils[J]. Geotechnique, 1962, 12(4):348-350.
[33]Bishop A W, Blight G E. Some aspects of the effective stress in saturated and partially saturated soils[J]. Geotechnique, 1963, 13(3): 177-197.
[34]BLIGHT G E. Effective stress evaluation for unsaturated soils[J]. Journal of the Soil Mechanics and Foundations Division, ASCE,1967,93(2):125-148.
[35]WHEELER S J, SHARMA R S, BUISSON M S R. Coupling of hydraulic hysteresis and stress-strain behaviour in unsaturated soils[J]. Geotechnique, 2003,53(1):41-54.
[36]孙德安.饱和度对非饱和土力学性质的影响(J).岩土力学,2009,30(增刊2)：13-16.
[37]赵成刚,张雪东。非饱和土中功的表述以及有效应力与相分离原理的讨论[J].中国科学(E辑：技术科学),2008,38(9)1453-1463.
[38]ZHAO Cheng -gang, ZHANG Xue-dong. Derivation of the work expression and discussion on the effective principle and the phase separation theorem in unsaturated soil[J]. science in china series E:Technological Siences,2008,38(9):1453-1463.
[39]Houlsby G T. The work input to an unsaturated granular material[J]. Ge otechnique, 1997, 47(1): 193-196.
[40]Wheeler S J, Sivakumar V. An elasto-plastic critical state framework for unsaturated soil[J]. Geotechnique, 1995,45(1):35-53.
[41]Yudhbir. Collapsing behaviour of residual soils[C]// Proceeding of the 7th Southeast Asia Geotechnical Conference, Hongkong: Institute of Engineers, 1982:915-930.
[42]Sheng Daichao, Fredlund Delwyn G, Gens Antonio. A new modeling approach for unsaturated soils using independent stress variables. Canadian Geotechnical Journal.2008,45:511-534
[43]蔡国庆.基于多孔介质理论的土体多场耦合模型及其在非饱和土本构建模中的应用[M].北京交通大学.2012.
[44]DELAGE P, HOWAT M D, CUI Y J. The relationship between suction and swelling properties in a heavily compacted unsaturated clay[J]. Engineering Geology, 1998, 50: 31-48.
[45]HILF J W. An investigation of pore water pressure in compacted cohesive soils[D]. Denver: Bureau of Reclamation, 1956.
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[49]Bishop, A. W. and Donald, I. B. The experimental study of partly saturateted soil in the triaxial apparatus Proc.5th Int. Conf. Soil Meeh. Found. Eng., Paris; VOl. 1, 13--21. 1961.
[50]Cui, Y. J. and Delage, P. Yielding and plastic behaviour of an unsaturated compacted silt. Geotechnique,1996.46(2)291-311.
[51]殷宗泽.土体的沉降与固结.北京：中国电力出版社.1998.
[52]Wheeler, S. J. The stress—train behavior of soils containing gas bubbles. PhD Thesis, Oxford University,1986.
[53]Sivakumar, V. A critical state framework for unsaturated soils. PhD Thesis, University of Sheffield,1993
[54]殷建华.新双室三轴仪用于非饱和土体积变化的连续测量和Y-轴压缩试验.岩土.T-程学报.2002.24(5).
[55]Wheeler S J. The undrained shear strength of soils containing large gas bubbles. geotechnique. 1998, 38(3):399-413.
[56]弗雷德隆德D G,拉哈尔佐H.非饱和土力学[M].陈仲颐,张在明译.北京：中国建筑工业出版社,1997.
[57]李孝平,王世梅等.GDS三轴仪的非饱和土试验操作方法[J].三峡大学学报,2008,30(5)： 37-40.
[58]蔡国庆.基于多孔介质理论的土体多场耦合模型及其在非饱和土本构建模中的应用[D].北京：北京交通大学.2012.
[59]赵成刚,刘艳.连续孔隙介质土力学及其在非饱和土本构关系中的应用.岩土工程学报.2009,31(5)：1324-1335.
[60]Loret Benjamin, Khalili Nasser. A three-phase model for unsaturated soils。 Int. j. numer. anal. meth. geomech.2000,24:893-927.
[61]Raveendiraraj A. Coupling of mechanical behavior and water retention bahaviour in unsaturated soils. Glasow, United Kindom:University of Glasgow.
[2]Wheeler S J. A conceptual model for soils containing large gas bubbles[J]. Geotechnique, 1988,38:389-397.
[3]俞培基,陈愈炯.非饱和土的水-气形态及其与力学性质的关系.水利学报.1965(1)：16-23.
[4]包承纲.非饱和压实土的气相形态及其裂隙压力消散的关系.第三届全国土力学与基础工程会议论文集.北京：中国建筑工业出版社,1979.129-135.·
[5]Terzaghi k. theoretical soil mechanics. london: wiley,1944.
[6]Wheeler S.J. the undrained shear strength of soils containing large gas bubbles.geotechnique.1988, 38(3):399-413.
[7]刘艳.非饱和土的广义有效应力原理及其本构模型研究[M].北京交通大学.2010.
[8]陈正汉.关于土力学理论模型与科研方法的思考(续).力学与实践,2004,26：63-67.
[9]赵成刚,韦昌富,蔡国庆.土力学理论的发展和面临的挑战.岩土力学.2011,32(12).3521-3540.
[10]钱家欢,殷宗泽.土工原理与计算[M].北京：中国水利水电出版社,2007.
[11]Fredlund D G, Rahardjo H. Soil mechanics for unsaturated soils[M]. New York: Wiley Publications, 1993.
[12]汪东林.非饱和土体变试验研究及其在地面沉降中的应用(D).大连理工大学,2007.
[13]Gens A. Soil-environment interactions in geotechnical engineering[J]. Geotechnique, 2010,60(1):3-74.
[14]Alonso E E, Gens A, Josa A. The constitutive model for partially saturated soils [J]. Geotechnique, 1990, 40(3): 405-430.
[15]Cui Y J, Delage P, Sultan N. An elasoplastic model for compacted soil[C]// Proceedings of the 1st International Conference on Unsaturated Soils. Paris,1995:703-709.
[16]Wheeler S J, Sivakumar V. An elasto-plastic critical state framework for unsaturated soil.[J].Geotechque,1995,45(1):35-53.
[17]Bolzon G, Schrefler B A, Zienkiwicz O C. Elastoplastic soil constitutive laws generalized to partially saturated states[J]. Geotechnique, 1996, 46(2): 279-289.
[18]Jommi C, Di Prisco C. Un semplice approcio teorico per la modellazione del comportamento meccanico di terreni granulari parcialmeute saturi[C]// Conference llruolo dei Fluldi nei Problemi di Ingegnefia Geotecnica. S.l.: Mondovi, 1994:167-188.
[19]Kohgo Y, Nakano M, Miyazaki T. Theoretical aspects of constitutive modeling for unsaturated soils [J]. Soils and Foundations, 1993, 33(4):49-63.
[20]Modaressi A, Aboubekr N. A unified approach to model the behavior of saturated and unsaturated soils[C]// Proceedings of the 8th International Conference on Computer Methods and Advances in Geomechanics. Rotterdam: A. A. Balkema, 1994: 1507-1513.
[21]Pakzad M. Modalisation du comportement hydro-mecanique des argiles gonflantes a faible porosite [D]. Orleans:Unversite d'Orleans, 1995.
[22]Gallipoli D, Gens A, Sharma R, et al. An elastoplastic model for unsaturated soil incorporating the effects of suction and degree of saturation on mechanical behavior [J]. Geotechnique, 2003, 53(1): 123-135.
[23]Wheeler S J, Sharma R S, Buisson M S R. Coupling of hydraulic hysteresis and stress-strain behaviour in unsaturated soils[J]. Geotechnique, 2003, 45(1): 35-53.
[24]Sun D, Sheng D, Sloan S. Elastoplastic modeling of hydraulic and stress-strain behavior of unsaturated soils [J]. Mechanics of Materials,2006,39(3):212-221.
[25]Bishop A W. The principle of effective stress [J]. Teknisk Ukeblad, 1959,106 (39): 113-143.
[26]JENNINGS J E B, BURLAND J B. Limitations to the use of effective stresses in unsaturated soils[J]. Geotechnique, 1962, 12(2): 125-144.
[27]Burland J B. Some aspects of the mechanical behaviour of partly saturated soils[C]//Moisture Equilibria and Moisture Changes in Soils beneath Covered Areas. Sydeny, Australia: Butterworth, 1965:270-278.
[28]MATYAS E L, RADHAKRISHNA H S. Volume change characteristics of partially saturated soils[J]. Geotechnique, 1968, 18: 432-448.
[29]Brackley I J A. Partial collapse in unsaturated expansive clay[C]//Proceedings of 5th Regional Conference Soil Mechanics and Foundation Engineering. Luanda, Angola: Laborat6rio de Engenharia de Angola, 1971:23-30.
[30]AITCHISON G D. Soils properties, shear strength, and consolidation[C]//Proceedings of 6th International Conference on Soil Mechanics and Foundation Engineering. Toronto:University of Toronto Press, 1965: 319-321.
[31]KHALILI N, GEISER F, BLIGHT G E. Effective stress in unsaturated soils:Review with new evidence[J]. International Journal of Geomechanics, 2004, 4(2): 115-126.
[32]Coleman J D. Stress-strain relations for partly saturated soils[J]. Geotechnique, 1962, 12(4):348-350.
[33]Bishop A W, Blight G E. Some aspects of the effective stress in saturated and partially saturated soils[J]. Geotechnique, 1963, 13(3): 177-197.
[34]BLIGHT G E. Effective stress evaluation for unsaturated soils[J]. Journal of the Soil Mechanics and Foundations Division, ASCE,1967,93(2):125-148.
[35]WHEELER S J, SHARMA R S, BUISSON M S R. Coupling of hydraulic hysteresis and stress-strain behaviour in unsaturated soils[J]. Geotechnique, 2003,53(1):41-54.
[36]孙德安.饱和度对非饱和土力学性质的影响(J).岩土力学,2009,30(增刊2)：13-16.
[37]赵成刚,张雪东。非饱和土中功的表述以及有效应力与相分离原理的讨论[J].中国科学(E辑：技术科学),2008,38(9)1453-1463.
[38]ZHAO Cheng -gang, ZHANG Xue-dong. Derivation of the work expression and discussion on the effective principle and the phase separation theorem in unsaturated soil[J]. science in china series E:Technological Siences,2008,38(9):1453-1463.
[39]Houlsby G T. The work input to an unsaturated granular material[J]. Ge otechnique, 1997, 47(1): 193-196.
[40]Wheeler S J, Sivakumar V. An elasto-plastic critical state framework for unsaturated soil[J]. Geotechnique, 1995,45(1):35-53.
[41]Yudhbir. Collapsing behaviour of residual soils[C]// Proceeding of the 7th Southeast Asia Geotechnical Conference, Hongkong: Institute of Engineers, 1982:915-930.
[42]Sheng Daichao, Fredlund Delwyn G, Gens Antonio. A new modeling approach for unsaturated soils using independent stress variables. Canadian Geotechnical Journal.2008,45:511-534
[43]蔡国庆.基于多孔介质理论的土体多场耦合模型及其在非饱和土本构建模中的应用[M].北京交通大学.2012.
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