两种粉质黏土的动、静强度特性对比研究
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摘要
以京津高铁和杭州地铁沿线的两种典型粉质黏土为研究对象,并采用英国GDS多功能三轴仪完成了静、动力强度测试,研究了两种土的静力不排水抗剪强度和在交通荷载高振次循环下的动强度、临界动应力比、应变发展模式以及振后抗剪强度等方面的差异。对比发现,长期循环荷载作用下两种土的应变发展和振后强度均有很大不同。与京津地区粉质黏土相比,杭州地铁沿线土含水率高、孔隙比大、密度低、灵敏度高、强度低。两种原状土在小幅振动后土体强度略有增大,而随振幅增大,振后强度将低于未经历振动时的不排水强度值;而重塑土振后强度均低于静剪强度。
Basic properties and microstructures of two typical silty clays collected along Beijing-Tianjin high-speed railway and Hangzhou metro line are studied.Using triaxial testing apparatus by GDS Company,static tests under consolidated undrained condition and dynamic tests under high cycles for simulating long-term traffic loading are carried out on these two soils.The undrained static strength,dynamic strength,critical dynamic stress ratio,development of accumulated dynamic strain,and shear strength after vibration of both soils have been studied for comparison.It is found that the soil along the Hangzhou metro line is with high water content,low density,large void ratio,which leads to weak strength and high sensitivity compared with those of Beijing-Tianjin's.After small amplitude cyclic loading,both of the undisturbed specimens behave higher shear strength than that under static condition,while after large amplitude cyclic loading,vice versa.The remolded specimens always show a strength reduction after cyclic loading,no matter the amplitude of dynamic loading.
Basic properties and microstructures of two typical silty clays collected along Beijing-Tianjin high-speed railway and Hangzhou metro line are studied.Using triaxial testing apparatus by GDS Company,static tests under consolidated undrained condition and dynamic tests under high cycles for simulating long-term traffic loading are carried out on these two soils.The undrained static strength,dynamic strength,critical dynamic stress ratio,development of accumulated dynamic strain,and shear strength after vibration of both soils have been studied for comparison.It is found that the soil along the Hangzhou metro line is with high water content,low density,large void ratio,which leads to weak strength and high sensitivity compared with those of Beijing-Tianjin's.After small amplitude cyclic loading,both of the undisturbed specimens behave higher shear strength than that under static condition,while after large amplitude cyclic loading,vice versa.The remolded specimens always show a strength reduction after cyclic loading,no matter the amplitude of dynamic loading.
引文
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[15]王常晶,陈云敏.交通荷载引起的静偏应力对饱和软黏土不排水循环性状影响的试验研究[J].岩土工程学报,2007,29(11):1742-1747.WANG Chang-jin,CHEN Yun-min.Study of effect oftraffic loading induced static deviator stress on undrainedcyclic properties of saturated soft clay[J].ChineseJournal of Geotechnical Engineering,2007,29(11):1742-1747.
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[17]HYODO M,HYDE A F L,YAMAMOTO Y,et al.Cyclicshear strength of undisturbed and remolded marineclays[J].Soils and Foundations,1999,39(2):45-48.
[18]陈颖平,黄博,陈云敏.循环荷载作用下结构性软黏土的变形和强度特性[J].岩土工程学报,2005,27(9):1065-1071.CHEN Ying-ping,HUANG Bo,CHEN Yun-min.Deformation and strength of structural soft clay undercyclic loading[J].Chinese Journal of GeotechnicalEngineering,2005,27(9):1065-1071.
[19]SEED H B.Soil liquefaction and cyclic mobilityevaluation for level ground during earthquakes[J].Journal of the Geotechnical Engineering Division,ASCE,1979,105(GT2):201-255.
[20]赵成刚,尤昌龙.饱和砂土液化与稳态强度[J].土木工程学报,2001,34(3):90-96.ZHAO Cheng-gang,YOU Chang-long.Liquefaction andsteady state strength[J].China Civil EngineeringJournal,2001,34(3):90-96.
[21]BOULANGER R W,IDRISS I M.Evaluating thepotential for liquefaction or cyclic failure of silts andclays[R].California,USA:Department of Civil&Environmental Engineering,College of Engineering,University of California at Davis,2004.
[22]LEE K L.Cyclic strength of a sensitive clay of easternCanada[J].Canadian Geotechnical Journal,1979,16(1):163-176.
[23]WICHTMANN T,TRIANTAFYLLIDIS Th.TheInfluence of a cyclic and dynamic loading history ondynamic properties of dry sand,part I:Cyclic anddynamic torsional prestraining[J].Soil Dynamics andEarthquake Engineering,2004,24(2):127-147.
[2]王常晶,姬美秀,陈云敏.列车荷载下饱和软黏土地基的附加沉降[C]//中国土木工程学会第九届土力学及岩土工程学术会议论文集.北京:清华大学出版社,2003:1118-1122.
[3]LEE Chung-jung,SHEU Sheau-feng.The stiffnessdegradation and damping ratio evolution of Taipei siltyclay under cyclic straining[J].Soil Dynamics andEarthquake Engineering,2007,27(8):730-740.
[4]凌贤长,徐学燕,邱明国,等.冻结哈尔滨粉质黏土动三轴试验CT检测研究[J].岩石力学与工程学报,2003,24(8):1244-1249.LING Xian-zhang,XU Xue-yan,QIU Ming-guo,et al.Study of CT scanning of Harbin frozen silty clay beforeand after dynamic triaxial test[J].Chinese Journal ofRock Mechanics and Engineering,2003,24(8):1244-1249.
[5]唐益群,沈锋,胡向东,等.上海地区冻融后暗绿色粉质黏土动本构关系与微结构研究[J].岩土工程学报,2005,27(11):1249-1252.TANG Yi-qun,SHEN Feng,HU Xiang-dong,et al.Studyof dynamic constitutive relation and microstructure ofmelted dark green silty soil in Shanghai[J].ChineseJournal of Geotechnical Engineering,2005,27(11):1249-1252.
[6]陈国兴,刘学珠,庄海洋.南京粉质黏土与粉砂互层土及粉细砂的抗液化性能试验研究[J].防灾与减灾工程学报,2003,23(2):28-34.CHEN Guo-xing,LIU Xue-zhu,ZHUANG Hai-yang.Experimental study of liquefaction resistantcharacteristics of silty clay with fine sand interbed andfine sand in Nanjing[J].Journal of Disaster Preventionand Mitigation Engineering,2003,23(2):28-34.
[7]王丽霞,徐庆立,凌贤长,等.青藏铁路重塑冻结粉质黏土动剪切模量试验研究[J].地震工程与工程振动,2007,27(2):177-180.WANG Li-xia,XU Qing-li,LING Xian-zhang,et al.Experimental study of dynamic shear modulus ofremolded frozen silty clay for Qinghai-Tibet Railway[J].Earthquake Engineering and Engineering Vibration,2007,27(2):177-180.
[8]魏汝龙.软黏土的强度和变形[M].北京:人民交通出版社,1987.
[9]中华人民共和国建设部.GB50007-2002建筑地基基础设计规范[S].北京:中国建筑工业出版社,2002.
[10]中华人民共和国水利部.GB/T50123-1999土工试验方法标准[S].北京:中国计划出版社,1999.
[11]吴刚,陈锦剑,杨建军,等.上海暗绿色粉质黏土力学特性的试验与理论研究[J].地质与勘探,2003,39(增刊):119-122.WU Gang,CHEN Jin-jian,YANG Jian-jun,et al.Theoretical and experimental study of mechanicalcharacteristics of dark green silty clay in Shanghai[J].Geology and Prospecting,2003,39(Supp.):119-122.
[12]陈云敏,边学成.高速交通引起的振动和沉降[C]//第七届全国土动力学学术会议论文集.北京:清华大学出版社,2006.
[13]张曦,唐益群,周念清,等.地铁振动荷载作用下隧道周围饱和软黏土动力响应研究[J].土木工程学报,2007,40(2):86-88.ZHANG Xi,TANG Yi-qun,ZHOU Nian-qing,et al.Dynamic response of saturated soft clay around a subwaytunnel under vibration load[J].China Civil EngineeringJournal,2007,40(2):86-88.
[14]吴祥松,朱合华,袁海平.列车激震荷载下地铁双圆隧道的动力响应研究[J].岩土力学,2006,27(增刊2):1059-1068.WU Xiang-song,ZHU He-hua,YUAN Hai-ping.Research on dynamic response to vibration loads causedby train for double circular tunnel[J].Rock and SoilMechanics,2006,27(Supp.2):1059-1068.
[15]王常晶,陈云敏.交通荷载引起的静偏应力对饱和软黏土不排水循环性状影响的试验研究[J].岩土工程学报,2007,29(11):1742-1747.WANG Chang-jin,CHEN Yun-min.Study of effect oftraffic loading induced static deviator stress on undrainedcyclic properties of saturated soft clay[J].ChineseJournal of Geotechnical Engineering,2007,29(11):1742-1747.
[16]HYODO M,YASUHARA K,HIRAO K.Prediction ofclay behavior in undrained and partially drained cyclictriaxial tests[J].Soils and Foundations,1992,32(4):117-127.
[17]HYODO M,HYDE A F L,YAMAMOTO Y,et al.Cyclicshear strength of undisturbed and remolded marineclays[J].Soils and Foundations,1999,39(2):45-48.
[18]陈颖平,黄博,陈云敏.循环荷载作用下结构性软黏土的变形和强度特性[J].岩土工程学报,2005,27(9):1065-1071.CHEN Ying-ping,HUANG Bo,CHEN Yun-min.Deformation and strength of structural soft clay undercyclic loading[J].Chinese Journal of GeotechnicalEngineering,2005,27(9):1065-1071.
[19]SEED H B.Soil liquefaction and cyclic mobilityevaluation for level ground during earthquakes[J].Journal of the Geotechnical Engineering Division,ASCE,1979,105(GT2):201-255.
[20]赵成刚,尤昌龙.饱和砂土液化与稳态强度[J].土木工程学报,2001,34(3):90-96.ZHAO Cheng-gang,YOU Chang-long.Liquefaction andsteady state strength[J].China Civil EngineeringJournal,2001,34(3):90-96.
[21]BOULANGER R W,IDRISS I M.Evaluating thepotential for liquefaction or cyclic failure of silts andclays[R].California,USA:Department of Civil&Environmental Engineering,College of Engineering,University of California at Davis,2004.
[22]LEE K L.Cyclic strength of a sensitive clay of easternCanada[J].Canadian Geotechnical Journal,1979,16(1):163-176.
[23]WICHTMANN T,TRIANTAFYLLIDIS Th.TheInfluence of a cyclic and dynamic loading history ondynamic properties of dry sand,part I:Cyclic anddynamic torsional prestraining[J].Soil Dynamics andEarthquake Engineering,2004,24(2):127-147.
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