土体液化大变形研究进展与讨论
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摘要
从土体地震液化机制出发,将土体液化大变形的物理机制总结为循环剪切下剪胀与剪缩交替作用产生的累积变形和孔压上升、强度衰减后的流动变形2种类型,对液化大变形的2种物理机制解释分别进行了论述;概括了当前土体液化大变形预测和分析方法,对研究进展进行了评述;最后,指出了土体地震液化大变形研究中存在的分歧和争议,针对液化大变形机制提出了孔压梯度驱动土体液化流动大变形的假设,并对几种典型的液化大变形现象进行了解释和讨论。
According to the liquefaction mechanism of soil,the mechanism of liquefaction-induced large deformation was divided into two types:the accumulated deformation caused by dilatation action of soil under cycle loading,and the flow deformation caused by the rise of pore water pressure and the decay of soil strength.The physical mechanism of the two types was discussed.The precast and analytic methods of liquefaction-induced large deformation of soil were summarized,and the research advance was commented.Finally,differences and disputes on the study of liquefaction-induced large deformation of soil were pointed out.A hypothesis showed that the pore water pressures gradient existed in soil during liquefaction promoted the soil flow,and several typical phenomena of liquefaction-induced large deformation of soil were explained.
According to the liquefaction mechanism of soil,the mechanism of liquefaction-induced large deformation was divided into two types:the accumulated deformation caused by dilatation action of soil under cycle loading,and the flow deformation caused by the rise of pore water pressure and the decay of soil strength.The physical mechanism of the two types was discussed.The precast and analytic methods of liquefaction-induced large deformation of soil were summarized,and the research advance was commented.Finally,differences and disputes on the study of liquefaction-induced large deformation of soil were pointed out.A hypothesis showed that the pore water pressures gradient existed in soil during liquefaction promoted the soil flow,and several typical phenomena of liquefaction-induced large deformation of soil were explained.
引文
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[2]Castro G.Liquefaction and cyclic mobility of saturated sands[J].Journal of the Geotechnical Engineering Division,1975,101(6):551-569.
[3]Poulos S J,Castro G,France J.Liquefaction evaluation procedure[J].Journal of Geotechnical Engineering,1985,111(6):772-792.
[4]汪闻韶.土工抗震研究进展[J].岩土工程学报,1993,15(6):80-82.
[5]Yang Z H,Elgamal A,Parra E.Computational model for cyclic mobil-ity and associated shear deformation[J].Journal of Geotechnical andGeoenvironmental Engineering,2003,129(12):1119-1127.
[6]Elgamal A,Yang Z H,Parra E.Computational modeling of cyclicmobility and post-liquefaction site response[J].Soil Dynamicsand Earthquake Engineering,2002,22(4):259-271.
[7]Groot M B D,Kudella M,Meiger P,et al.Liquefaction phenomenaunderneath marine gravity structures subjected to wave loads[J].Journal of Waterway,Port,Coastal and Ocean Engineering,ASCE,2006,132(4):323-335.
[8]Hyde A F L,Higuchi T,Yasuhara K.Liquefaction,cyclic mobili-ty,and failure of silt[J].Journal of Geotechnical and Geoenviron-mental Engineering,2006,132(6):716-735.
[9]刘汉龙,曾长女,周云东.饱和粉土液化后变形特性试验研究[J].岩土力学,2007,28(9):1866-1870.
[10]王刚,张建民.砂土液化变形的数值模拟[J].岩土工程学报,2007,29(3):403-409.
[11]张建民,王刚.砂土液化后的大变形机理[J].岩土工程学报,2006,28(7):835-840.
[12]王刚,张建民.液化砂土大变形的弹塑性循环本构模型[J].岩土工程学报,2007,29(1):51-59.
[13]Yoshdi H,Tokimastu K,Sugiyma T,et al.Practical three-dimen-sional effective stress analysis considering cyclic mobility behavior[C]∥The 14th World Conference ofEarthquake Engineering.Beijing:Seismological Press,2008.
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[15]Hamada M,Wakamatsu K.A study on ground displacementcaused by soil liquefaction[J].Journal of Geotechnical Engineer-ing,1998,43():189-208.
[16]Dungca J R,Kuwano J,Saruwatari T,et al.Shaking table tests onthe lateral response of a pile buried in liquefied sand[J].SoilDynamics and Earthquake Engineering,2006,26:287-295.
[17]Huwang J I,Kim C Y,Chung C K,et al.Viscous fluid character-istics of liquefied soils and behavior of piles subjected to flow ofliquefied soils[J].Soil Dynamics and Earthquake Engineering,2006,26(2/3/4):313-323.
[18]Uzuoka R,Yashima A,Kawakami T,et al.Fluid dynamics basedprediction of liquefaction induced lateral spreading[J].Comput-ers and Geotechnics,1998,22(3/4):243-82.
[19]Sawicki A,Mierczynski J.On the behavior of liquefied soil[J].Computers and Geotechnics,2009,36(4):531-536.
[20]陈育民,刘汉龙,周云东.液化及液化后砂土的流动特性分析[J].岩土工程学报,2006,28(9):1139-1143.
[21]Ling H I,Mohri Y,Kawataba T,et al.Centrifugal modeling ofseismic behavior of large-diameter pipe in liquefiable soil[J].Journal of Geotechnical and Geoenvironmental Engineering,2003,129(12):1092-1101.
[22]Gonzalez L,Abdoun T,Dobry R D.Effect of soil permeability oncentrifuge modeling of pile response to lateral spreading[J].Journal of Geotechnical and Geoenvironmental Engineering,2009,135(1):62-73.
[23]Sharp M K,Dobry R D,Abdoun T.Liquefaction centrifuge model-ing of sands of different permeability[J].Journal of Geotechnicaland Geoenvironmental Engineering,2003,129(12):1083-1091.
[24]Gonzalez M,Ubilla J,Abdoun T,et al.The role of soil compressi-bility in centrifuge model tests of piles foundation undergoing lat-eral spreading of liquefied soil[C]∥Geotechnical EarthquakeEngineering and Soil DynamicsⅣ.California:ASCE,2008.
[25]Towhata I,Vargas-Monge M,Orense R P,et al.Shaking table testson subgrade reaction of pipe embedded in sandy liquefied subsoil[J].Soil Dynamics and Earthquake Engineering,1999,18(5):347-361.
[26]Ichii K,Seto N,Kidera H.Characteristics of uplifting velocity of aburied pipe in liquefaction ground[C]∥Geotechnical EarthquakeEngineering and Soil DynamicsⅣ.California:ASCE,2008.
[27]陈文化,门福禄,景立平,等.有建筑物存在时的饱和砂土地基液化振动台模拟试验研究[J].地震工程与工程振动,1998,18(4):54-60.
[28]凌贤长,唐亮,于恩庆.可液化场地地震振动孔隙水压力增长研究的大型振动台试验及其数值模拟[J].岩石力学与工程学报,2006,25:3998-4003.
[29]袁晓铭,李雨润,孙锐.地面横向往返运动下可液化土层中桩基响应机理研究[J].土木工程学报,2008,41(9):103-110.
[30]王建华,戚春香,余正春,等.弱化饱和砂土中桩的p-y曲线与极限抗力研究[J].岩土工程学报,2008,30(3):309-315.
[31]Hamada M,Yasuda,Isoyama R,et al.Study on liquefaction-in-duced permanent ground displacements and earthquake damage[J].Computers and Geotechinics,1987,11(4):197-220.
[32]Bartlet S,Youd T L.Empirical prediction of lateral spreading dis-placement[C]∥Proceedings from the 4thUS-Japan Workshop onEarthquake Resistant Design of Lifeline Facilities and Counter-measures against Soil Liquefaction.Honolulu:[s.n.],1992.
[33]Zhang J,Zhao J X.Empirical models for estimating liquefaction-induced lateral spread displacement[J].Soil Dynamics andEarthquake Engineering,2005,25(6):439-450.
[34]景立平,王绍博,张荣祥.砂土液化诱发的地面侧移机理研究[J].地震工程与工程振动,1996,16(3):128-136.
[35]Rollins K M,Gerber T M,Lane J D,et al.Lateral resistance of afull-scale pile group in liquefied sand[J].Journal of Geotechnicaland Geoenvironmental Engineering,2005,131(1):115-125.
[36]Taiebat M,Shahir H,Pak A.Study of pore pressure variation dur-ing liquefaction using two constitutive models for sand[J].SoilMechanics and Earthquake Engineering,2007,27(1):60-72.
[37]刘华北,宋二祥.饱和可液化土中地下结构在震后固结中的响应[J].岩土力学,2007,28(4):705-710.
[2]Castro G.Liquefaction and cyclic mobility of saturated sands[J].Journal of the Geotechnical Engineering Division,1975,101(6):551-569.
[3]Poulos S J,Castro G,France J.Liquefaction evaluation procedure[J].Journal of Geotechnical Engineering,1985,111(6):772-792.
[4]汪闻韶.土工抗震研究进展[J].岩土工程学报,1993,15(6):80-82.
[5]Yang Z H,Elgamal A,Parra E.Computational model for cyclic mobil-ity and associated shear deformation[J].Journal of Geotechnical andGeoenvironmental Engineering,2003,129(12):1119-1127.
[6]Elgamal A,Yang Z H,Parra E.Computational modeling of cyclicmobility and post-liquefaction site response[J].Soil Dynamicsand Earthquake Engineering,2002,22(4):259-271.
[7]Groot M B D,Kudella M,Meiger P,et al.Liquefaction phenomenaunderneath marine gravity structures subjected to wave loads[J].Journal of Waterway,Port,Coastal and Ocean Engineering,ASCE,2006,132(4):323-335.
[8]Hyde A F L,Higuchi T,Yasuhara K.Liquefaction,cyclic mobili-ty,and failure of silt[J].Journal of Geotechnical and Geoenviron-mental Engineering,2006,132(6):716-735.
[9]刘汉龙,曾长女,周云东.饱和粉土液化后变形特性试验研究[J].岩土力学,2007,28(9):1866-1870.
[10]王刚,张建民.砂土液化变形的数值模拟[J].岩土工程学报,2007,29(3):403-409.
[11]张建民,王刚.砂土液化后的大变形机理[J].岩土工程学报,2006,28(7):835-840.
[12]王刚,张建民.液化砂土大变形的弹塑性循环本构模型[J].岩土工程学报,2007,29(1):51-59.
[13]Yoshdi H,Tokimastu K,Sugiyma T,et al.Practical three-dimen-sional effective stress analysis considering cyclic mobility behavior[C]∥The 14th World Conference ofEarthquake Engineering.Beijing:Seismological Press,2008.
[14]Towahata I,Sassaki Y,Tokida K,et al.Prediction of permanentdisplacement of liquefied ground by means of minimum energyprinciple[J].Soils and Foundations,1992,32(3):97-116.
[15]Hamada M,Wakamatsu K.A study on ground displacementcaused by soil liquefaction[J].Journal of Geotechnical Engineer-ing,1998,43():189-208.
[16]Dungca J R,Kuwano J,Saruwatari T,et al.Shaking table tests onthe lateral response of a pile buried in liquefied sand[J].SoilDynamics and Earthquake Engineering,2006,26:287-295.
[17]Huwang J I,Kim C Y,Chung C K,et al.Viscous fluid character-istics of liquefied soils and behavior of piles subjected to flow ofliquefied soils[J].Soil Dynamics and Earthquake Engineering,2006,26(2/3/4):313-323.
[18]Uzuoka R,Yashima A,Kawakami T,et al.Fluid dynamics basedprediction of liquefaction induced lateral spreading[J].Comput-ers and Geotechnics,1998,22(3/4):243-82.
[19]Sawicki A,Mierczynski J.On the behavior of liquefied soil[J].Computers and Geotechnics,2009,36(4):531-536.
[20]陈育民,刘汉龙,周云东.液化及液化后砂土的流动特性分析[J].岩土工程学报,2006,28(9):1139-1143.
[21]Ling H I,Mohri Y,Kawataba T,et al.Centrifugal modeling ofseismic behavior of large-diameter pipe in liquefiable soil[J].Journal of Geotechnical and Geoenvironmental Engineering,2003,129(12):1092-1101.
[22]Gonzalez L,Abdoun T,Dobry R D.Effect of soil permeability oncentrifuge modeling of pile response to lateral spreading[J].Journal of Geotechnical and Geoenvironmental Engineering,2009,135(1):62-73.
[23]Sharp M K,Dobry R D,Abdoun T.Liquefaction centrifuge model-ing of sands of different permeability[J].Journal of Geotechnicaland Geoenvironmental Engineering,2003,129(12):1083-1091.
[24]Gonzalez M,Ubilla J,Abdoun T,et al.The role of soil compressi-bility in centrifuge model tests of piles foundation undergoing lat-eral spreading of liquefied soil[C]∥Geotechnical EarthquakeEngineering and Soil DynamicsⅣ.California:ASCE,2008.
[25]Towhata I,Vargas-Monge M,Orense R P,et al.Shaking table testson subgrade reaction of pipe embedded in sandy liquefied subsoil[J].Soil Dynamics and Earthquake Engineering,1999,18(5):347-361.
[26]Ichii K,Seto N,Kidera H.Characteristics of uplifting velocity of aburied pipe in liquefaction ground[C]∥Geotechnical EarthquakeEngineering and Soil DynamicsⅣ.California:ASCE,2008.
[27]陈文化,门福禄,景立平,等.有建筑物存在时的饱和砂土地基液化振动台模拟试验研究[J].地震工程与工程振动,1998,18(4):54-60.
[28]凌贤长,唐亮,于恩庆.可液化场地地震振动孔隙水压力增长研究的大型振动台试验及其数值模拟[J].岩石力学与工程学报,2006,25:3998-4003.
[29]袁晓铭,李雨润,孙锐.地面横向往返运动下可液化土层中桩基响应机理研究[J].土木工程学报,2008,41(9):103-110.
[30]王建华,戚春香,余正春,等.弱化饱和砂土中桩的p-y曲线与极限抗力研究[J].岩土工程学报,2008,30(3):309-315.
[31]Hamada M,Yasuda,Isoyama R,et al.Study on liquefaction-in-duced permanent ground displacements and earthquake damage[J].Computers and Geotechinics,1987,11(4):197-220.
[32]Bartlet S,Youd T L.Empirical prediction of lateral spreading dis-placement[C]∥Proceedings from the 4thUS-Japan Workshop onEarthquake Resistant Design of Lifeline Facilities and Counter-measures against Soil Liquefaction.Honolulu:[s.n.],1992.
[33]Zhang J,Zhao J X.Empirical models for estimating liquefaction-induced lateral spread displacement[J].Soil Dynamics andEarthquake Engineering,2005,25(6):439-450.
[34]景立平,王绍博,张荣祥.砂土液化诱发的地面侧移机理研究[J].地震工程与工程振动,1996,16(3):128-136.
[35]Rollins K M,Gerber T M,Lane J D,et al.Lateral resistance of afull-scale pile group in liquefied sand[J].Journal of Geotechnicaland Geoenvironmental Engineering,2005,131(1):115-125.
[36]Taiebat M,Shahir H,Pak A.Study of pore pressure variation dur-ing liquefaction using two constitutive models for sand[J].SoilMechanics and Earthquake Engineering,2007,27(1):60-72.
[37]刘华北,宋二祥.饱和可液化土中地下结构在震后固结中的响应[J].岩土力学,2007,28(4):705-710.
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