粉粒含量对粉土场地液化后变形影响的试验研究
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摘要
利用全自动多功能三轴仪进行了粉土场地的液化后变形试验,探讨了粉粒含量对液化后应力应变关系的影响。试验时施加动加载使试样达到设定的液化程度,然后立即施加单调荷载,以模拟地震现场发生强震时初始液化到液化后变形的整个过程。研究发现,不同粉粒含量粉土场地发生液化后变形得到的液化后应力应变关系可采用推导的同一理论关系式表示,其系数的差异表明了粉粒含量对粉土液化后变形的影响。验证结果表明该关系式能较好地模拟粉粒含量对粉土场地液化后应力-应变的影响,为同一地区或相似地区粉粒含量变化的粉土场地液化评估提供依据。
Many silt post-liquefaction deformation tests are carried out in a new universal triaxial apparatus of Hehai University in order to study the influence of silt particle content on post-liquefaction stress-strain relationships.The whole process from liquefaction to post-liquefaction deformation in a strong shock is simulated by forcing dynamic loading to some severity liquefaction and then forcing monotonic loading.The stress-strain relationship for different silt particle contents of silt soil can be demonstrated by same formula.It is found that the influence of silt particle content can be obtained only from analyzing the coefficients of the formula.The results predicted by the formula compared favorably with experiment observation.
Many silt post-liquefaction deformation tests are carried out in a new universal triaxial apparatus of Hehai University in order to study the influence of silt particle content on post-liquefaction stress-strain relationships.The whole process from liquefaction to post-liquefaction deformation in a strong shock is simulated by forcing dynamic loading to some severity liquefaction and then forcing monotonic loading.The stress-strain relationship for different silt particle contents of silt soil can be demonstrated by same formula.It is found that the influence of silt particle content can be obtained only from analyzing the coefficients of the formula.The results predicted by the formula compared favorably with experiment observation.
引文
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[6]高玉峰,刘汉龙,朱伟.地震液化引起的地面大位移研究进展[J].岩土力学,2000,21(3):294-298.
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[10]石兆吉,郁寿松,王余庆,等.饱和轻亚粘土地基液化可能性判别[J].地震工程与工程振动,1984,4(3):71-81.
[11]刘汉龙,周云东,高玉峰,等.多功能静动三轴仪研制及在液化后大变形中的应用[J].大坝观测与土工测试,2001,25(5):48-51.
[12]曾长女.细粒含量对粉土液化及液化后影响的试验研究[D].南京:河海大学,2006.
[13]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,2000,22(1):12-17.
[14]Adrian F L Hyde,Toru Higuchi.Post liquefaction characteristicsof low plasticity silt[A]∥Proceeding of the 16th InternationalConference on Soil Mechanics and Geotechnical Engineering[C].Osaka,Japan:Millpress,2005:2659-2662.
[2]林本海,李业茂.粉土工程性质的探讨[A]∥中国土木工程学会第八届土力学及岩土工程学术会议论文集[C].北京:万国出版社,1999,181-184.
[3]Hamada M,Yasuda S,Isoyama R.Observation of permanent dis-placements induced by soil liquefaction[J].Proc.JSCE.1986,376/111-6:211-220.
[4]刘惠珊,徐凤萍,李鹏程.液化引起的地面大位移对工程的影响及研究现状[J].特种结构,1997,14(2):47-50.
[5]刘惠珊,李鹏程,徐凤萍.地下生命线工程防御地震液化产生地面大位移的对策[J].工程抗震,1998,12,(4):28-32.
[6]高玉峰,刘汉龙,朱伟.地震液化引起的地面大位移研究进展[J].岩土力学,2000,21(3):294-298.
[7]张建民.水平地基液化后大变形对桩基础的影响[J].建筑结构学报,2001,22(5):75-78.
[8]Shamoto Y,Jian-Min Zhang,Goto S.Mechanism of large post liq-uefaction deformation in saturated sand[J].Soils and Foundations,1997,37(2):71-80.
[9]刘汉龙,周云东,高玉峰.砂土地震液化后大变形特性试验研究[J].岩土工程学报,2002,24(2):142-146.
[10]石兆吉,郁寿松,王余庆,等.饱和轻亚粘土地基液化可能性判别[J].地震工程与工程振动,1984,4(3):71-81.
[11]刘汉龙,周云东,高玉峰,等.多功能静动三轴仪研制及在液化后大变形中的应用[J].大坝观测与土工测试,2001,25(5):48-51.
[12]曾长女.细粒含量对粉土液化及液化后影响的试验研究[D].南京:河海大学,2006.
[13]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,2000,22(1):12-17.
[14]Adrian F L Hyde,Toru Higuchi.Post liquefaction characteristicsof low plasticity silt[A]∥Proceeding of the 16th InternationalConference on Soil Mechanics and Geotechnical Engineering[C].Osaka,Japan:Millpress,2005:2659-2662.
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