细粒土液化判别特征指标研究
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摘要
中国液化判别方法形成于20世纪80年代,30年来无实质改进。对于细粒土液化判别方法,1999年土耳其Kocaeli地震和台湾集集地震后,国外研究人员做了大量工作。在前人工作基础上,重点研究细粒土液化判别式和初判条件特征指标。通过回顾唐山、海城地震液化场地细粒土土性特征,结合土耳其Kocaeli地震和台湾集集地震液化数据,详细对比国内外细粒土液化判别方法优缺点。结果表明:1塑性指数不宜作为液化判别式指标;2综合细粒含量与黏粒含量判别液化比单独使用任一指标要更为合理;3中国规范液化判别式对细粒土过于保守,尤其只针对粉土考虑黏粒含量导致更为保守,建议去掉"砂土黏粒含量取3"的规定;4黏粒含量不宜作为初判条件指标;5对细粒土的塑性指数,7度、8度和9度分别不小于10,13和15,可判为不液化土。
The methods for estimating soil liquefaction in China were basically established in the 1980 s, and they have not substantially improved thence. Following the 1999 Kocaeli and 1999 Chi-Chi Earthquakes, considerable efforts on liquefaction discrimination methods for fine-grained soils have been done by overseas researchers. Referring to previous studies on fine-grained soil liquefaction, indices in SPT-based formula and prelimilary discrimination criteria are specifically analyzed.Reviewing the soil characteristics of liquefaction data from the 1975 Haicheng, 1976 Tangshan, 1999 Kocaeli and Chi-Chi Earthquakes, the advantages and limitations of the existing liquefaction discrimination methods for fine-grained soils are comparatively analyzed. The results show that:(1) Plasticity index should not be used as an index in SPT-based formula.(2)Applying the combination of fine content and clay content to estimate liquefaction potential is more reliable than using either index alone.(3) Chinese code method is much conservative for fine-grained soils, especially considering clay fraction only for the soils with fine content greater than 50%.(4) Clay content should not be used as an index in prelimilary discrimination criteria.(5) The fine-grained soils with plasticity index not less than 10, 13 and 15 corresponding to seismic intensities 7, 8 and9 respectively will not liquefy.
The methods for estimating soil liquefaction in China were basically established in the 1980 s, and they have not substantially improved thence. Following the 1999 Kocaeli and 1999 Chi-Chi Earthquakes, considerable efforts on liquefaction discrimination methods for fine-grained soils have been done by overseas researchers. Referring to previous studies on fine-grained soil liquefaction, indices in SPT-based formula and prelimilary discrimination criteria are specifically analyzed.Reviewing the soil characteristics of liquefaction data from the 1975 Haicheng, 1976 Tangshan, 1999 Kocaeli and Chi-Chi Earthquakes, the advantages and limitations of the existing liquefaction discrimination methods for fine-grained soils are comparatively analyzed. The results show that:(1) Plasticity index should not be used as an index in SPT-based formula.(2)Applying the combination of fine content and clay content to estimate liquefaction potential is more reliable than using either index alone.(3) Chinese code method is much conservative for fine-grained soils, especially considering clay fraction only for the soils with fine content greater than 50%.(4) Clay content should not be used as an index in prelimilary discrimination criteria.(5) The fine-grained soils with plasticity index not less than 10, 13 and 15 corresponding to seismic intensities 7, 8 and9 respectively will not liquefy.
引文
[1]汪闻韶.土液化特性中的几点发现[J].岩土工程学报,1980,2(3):55–63.(WANG Wen-shao.Some findings in soil liquefaction[J].Chinese Journal of Geotechnical Engineering,1980,2(3):55–63.(in Chinese))
[2]钟龙辉.轻亚黏土地震液化判定方法的分析[J].岩土工程学报,1980,2(3):113–122.(ZHONG Long-hui.Analysis for evaluating liquefaction of low plasticity clays(CL)during earthquake[J].Chinese Journal of Geotechnical Engineering,1980,2(3):113–122.(in Chinese))
[3]SEED H B,TOKIMATSU K,HARDER L F,et al.The influence of SPT procedures in soil liquefaction resistance evaluations[J].Journal of Geotechnical Engineering,1985,111(12):1425–1445.
[4]SEED H B,IDRISS I M,ARANGO I.Evaluation of liquefaction potential using field performance data[J].Journal of Geotechnical Engineering,1983,109(3):458–482.
[5]ZHOU S G.Soil liquefaction during recent major earthquakes in China and aseismic design method related to soil liquefaction[C]//Proc 8th Asian Regional Conference on SM&FE.Kyoto,1987:249–250.
[6]BOULANGER R W,MEJIA L H,IDRISS I M.Liquefaction at moss landing during Loma Prieta earthquake[J].Journal of Geotechnical and Geoenvironmental Engineering,1997,123(5):453–467.
[7]BOULANGER R W,MEYERS M W,MEJIA L H,et al.Behavior of a fine-grained soil during the Loma Prieta Earthquake[J].Canadian Geotechnical Journal,1998,35(1):146–158.
[8]SEED R B,CETIN K O,MOSS R E S,et al.Recent advances in soil liquefaction engineering,a unified and consistent framework[R].California:Earthquake Engineering Research Center,2003.
[9]BRAY J D,SANCIO R B,DURGUNOGLU T,et al.Subsurface characterization at ground failure sites in Adapazari,Turkey[J].Journal of Geotechnical and Geoenvironmental Engineering,2004,130(7):673–685.
[10]STEWART J P,CHU D B,LEE S,et al.Liquefaction andnonliquefaction from 1999 Chi-Chi,Taiwan,earthquake[C]//Advancing Mitigation Technologies and Disaster Response for Lifeline Systems:Proc 6th U.S.Conference on Lifeline Earthquake Engineering.Long Beach,2003:1021–1030.
[11]PRAKASH S,SANDOVAL J A.Liquefaction of low plasticity silts[J].Soil Dynamics and Earthquake Engineering,1992,11(7):373–379.
[12]GUO T,PRAKASH S.Liquefaction of silts and silt-clay mixtures[J].Journal of Geotechnical and Geoenvironmental Engineering,1999,125(8):706–710.
[13]刘恢先.唐山大地震震害[M].北京:地震出版社,1989.(LIU Hui-xian.The Great Tangshan Earthquake of 1976[M].Beijing:Seismic Press,1989.(in Chinese))
[14]高大钊.岩土的分类与鉴别[M]//岩土工程手册.北京:中国建筑工业出版社,1994.(GAO Da-zhao.Classification and identification of rock and soil[M]//Geotechnical Engineering Manual.Beijing:China Architecture and Building Press,1994.(in Chinese))
[15]PRAKASH K,SRIDHARAN A.Critical appraisal of the cone penetration method of determining soil plasticity[J].Canadian Geotechnical Journal,2006,43(8):884–888.
[16]MITCHELL J K.Fundamentals of soil behavior[M].1st ed.New York:John Wiley and Sons,Inc,1976.
[17]HWANG J H,YANG C W.Verification of critical cyclic strength curve by Taiwan Chi-Chi earthquake data[J].Soil Dynamics and Earthquake Engineering,2001,21:237–257.
[18]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.(GB0011—2010 Code for seismic design of buildings[S].Beijing:China Architecture and Building Press,2010.(in Chinese))
[19]谢君斐.关于修改抗震规范砂上液化判别式的几点意见[J].地震工程与工程振动,1984,4(2):95–126.(XIE Jun-fei.Some comments on the formular estimating the liquefaction of sand in revised aseismic design code[J].Journal of Earthquake Engineering and Engineering Vibration,1984,4(2):95–126.(in Chinese))
[20]衡朝阳,何满潮,裘以惠.含黏粒砂土抗液化性能的试验研究[J].工程地质学报,2001,9(4):339–344.(HENG Chao-yang,HE Man-chao,QIU Yi-hui.Experimental study of liquefaction-resistance characteristics of clayey Sand[J].Journal of Engineering Geology,2001,9(4):339–344.(in Chinese))
[21]中国科学院工程力学研究所.海城地震震害[M].北京:地震出版社,1979.(Institute of Engineering Mechanics,Chinese Academy of Sciences.Haicheng earthquake-induced damages[M].Beijing:Seismic Press,1979.(in Chinese))
[22]唐大雄.关于塑性图的探讨[J].岩土工程学报,1981,3(2):77–81.(TANG Da-xiong.Discussion about the plasticity chart[J].Chinese Journal of Geotechnical Engineering,1981,3(2):77–81.(in Chinese))
[23]BOULANGER R W,IDRISS I M.Evaluating the potential for liquefaction or cyclic failure of silts and clays[R].Davis:University of California,2004.
[2]钟龙辉.轻亚黏土地震液化判定方法的分析[J].岩土工程学报,1980,2(3):113–122.(ZHONG Long-hui.Analysis for evaluating liquefaction of low plasticity clays(CL)during earthquake[J].Chinese Journal of Geotechnical Engineering,1980,2(3):113–122.(in Chinese))
[3]SEED H B,TOKIMATSU K,HARDER L F,et al.The influence of SPT procedures in soil liquefaction resistance evaluations[J].Journal of Geotechnical Engineering,1985,111(12):1425–1445.
[4]SEED H B,IDRISS I M,ARANGO I.Evaluation of liquefaction potential using field performance data[J].Journal of Geotechnical Engineering,1983,109(3):458–482.
[5]ZHOU S G.Soil liquefaction during recent major earthquakes in China and aseismic design method related to soil liquefaction[C]//Proc 8th Asian Regional Conference on SM&FE.Kyoto,1987:249–250.
[6]BOULANGER R W,MEJIA L H,IDRISS I M.Liquefaction at moss landing during Loma Prieta earthquake[J].Journal of Geotechnical and Geoenvironmental Engineering,1997,123(5):453–467.
[7]BOULANGER R W,MEYERS M W,MEJIA L H,et al.Behavior of a fine-grained soil during the Loma Prieta Earthquake[J].Canadian Geotechnical Journal,1998,35(1):146–158.
[8]SEED R B,CETIN K O,MOSS R E S,et al.Recent advances in soil liquefaction engineering,a unified and consistent framework[R].California:Earthquake Engineering Research Center,2003.
[9]BRAY J D,SANCIO R B,DURGUNOGLU T,et al.Subsurface characterization at ground failure sites in Adapazari,Turkey[J].Journal of Geotechnical and Geoenvironmental Engineering,2004,130(7):673–685.
[10]STEWART J P,CHU D B,LEE S,et al.Liquefaction andnonliquefaction from 1999 Chi-Chi,Taiwan,earthquake[C]//Advancing Mitigation Technologies and Disaster Response for Lifeline Systems:Proc 6th U.S.Conference on Lifeline Earthquake Engineering.Long Beach,2003:1021–1030.
[11]PRAKASH S,SANDOVAL J A.Liquefaction of low plasticity silts[J].Soil Dynamics and Earthquake Engineering,1992,11(7):373–379.
[12]GUO T,PRAKASH S.Liquefaction of silts and silt-clay mixtures[J].Journal of Geotechnical and Geoenvironmental Engineering,1999,125(8):706–710.
[13]刘恢先.唐山大地震震害[M].北京:地震出版社,1989.(LIU Hui-xian.The Great Tangshan Earthquake of 1976[M].Beijing:Seismic Press,1989.(in Chinese))
[14]高大钊.岩土的分类与鉴别[M]//岩土工程手册.北京:中国建筑工业出版社,1994.(GAO Da-zhao.Classification and identification of rock and soil[M]//Geotechnical Engineering Manual.Beijing:China Architecture and Building Press,1994.(in Chinese))
[15]PRAKASH K,SRIDHARAN A.Critical appraisal of the cone penetration method of determining soil plasticity[J].Canadian Geotechnical Journal,2006,43(8):884–888.
[16]MITCHELL J K.Fundamentals of soil behavior[M].1st ed.New York:John Wiley and Sons,Inc,1976.
[17]HWANG J H,YANG C W.Verification of critical cyclic strength curve by Taiwan Chi-Chi earthquake data[J].Soil Dynamics and Earthquake Engineering,2001,21:237–257.
[18]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.(GB0011—2010 Code for seismic design of buildings[S].Beijing:China Architecture and Building Press,2010.(in Chinese))
[19]谢君斐.关于修改抗震规范砂上液化判别式的几点意见[J].地震工程与工程振动,1984,4(2):95–126.(XIE Jun-fei.Some comments on the formular estimating the liquefaction of sand in revised aseismic design code[J].Journal of Earthquake Engineering and Engineering Vibration,1984,4(2):95–126.(in Chinese))
[20]衡朝阳,何满潮,裘以惠.含黏粒砂土抗液化性能的试验研究[J].工程地质学报,2001,9(4):339–344.(HENG Chao-yang,HE Man-chao,QIU Yi-hui.Experimental study of liquefaction-resistance characteristics of clayey Sand[J].Journal of Engineering Geology,2001,9(4):339–344.(in Chinese))
[21]中国科学院工程力学研究所.海城地震震害[M].北京:地震出版社,1979.(Institute of Engineering Mechanics,Chinese Academy of Sciences.Haicheng earthquake-induced damages[M].Beijing:Seismic Press,1979.(in Chinese))
[22]唐大雄.关于塑性图的探讨[J].岩土工程学报,1981,3(2):77–81.(TANG Da-xiong.Discussion about the plasticity chart[J].Chinese Journal of Geotechnical Engineering,1981,3(2):77–81.(in Chinese))
[23]BOULANGER R W,IDRISS I M.Evaluating the potential for liquefaction or cyclic failure of silts and clays[R].Davis:University of California,2004.
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