尺寸效应对砂砾料孔压规律的影响试验研究
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摘要
随着土石坝工程中砂砾料在地震中大量液化现象的出现,饱和砂砾料液化问题的研究逐渐引起重视。但由于试验设备及费用的限制,在进行动三轴试验时多把砂砾料中的大颗粒剔除,使得试验结果与实际砂砾料的性质存在较大的差距。通过对直径分别为d=3.91 cm、d=6.18 cm和d=10.0 cm的试样进行动三轴试验,分析对比了不同直径砂砾料的孔压规律。结果表明,尺寸效应对于砂砾料的孔压规律影响较大,工程实际当中必须考虑尺寸效应对孔压规律的影响。
Sandy-gravel material was considered to be materials which have high anti-liquefaction strength because it has high hydraulic permeability and coarse grain.However,this kind of knowledge was validated not enough by more and more earthquake engineering records.The big grain in the sandy-gravel often rejected when the cyclic test was carried out due to the restriction of the equipments.So,it is necessary to study the size effect of sandy-gravel material under dynamic loading.The cyclic tests were carried out under diameters d=3.91cm、d=6.18cm and d=10.0cm respectively.The results show that the dynamic strength of small diameter is lower than the real material,so it is conservative to apply it to engineering design.The different pore water pressure and deformation rules also exist;the results of the dynamic tests between different diameter samples could provide suggestion for the engineering practice.
Sandy-gravel material was considered to be materials which have high anti-liquefaction strength because it has high hydraulic permeability and coarse grain.However,this kind of knowledge was validated not enough by more and more earthquake engineering records.The big grain in the sandy-gravel often rejected when the cyclic test was carried out due to the restriction of the equipments.So,it is necessary to study the size effect of sandy-gravel material under dynamic loading.The cyclic tests were carried out under diameters d=3.91cm、d=6.18cm and d=10.0cm respectively.The results show that the dynamic strength of small diameter is lower than the real material,so it is conservative to apply it to engineering design.The different pore water pressure and deformation rules also exist;the results of the dynamic tests between different diameter samples could provide suggestion for the engineering practice.
引文
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[28]王昆耀,常亚屏,陈宁.往返荷载下粗粒土的残余变形特性[J].土木工程学报,2000,33(3):48-52.
[29]刘汉龙,周云东,余湘娟,等.静、动多功能振动、扭剪三轴仪研制[C].北京:中国建筑工业出版社,2002:540-545.
[2]赵剑明,常亚屏,陈宁.加强高土石坝抗震研究的现实意义及工作展望[J].世界地震工程,2004,20(1):95-96.
[3]郭庆国.粗粒土的工程特性及应用[M].郑州:黄河水利出版社,1998.
[4]刘惠珊.关于砾质土液化问题的探讨[C].大连:大连理工大学出版社,1998:155-160.
[5]谢定义.土动力学[M].西安:西安交通大学出版社,1988.
[6]南京水利科学研究院土工研究所.土工试验技术手册[M].北京:人民交通出版社,2003:159-163.
[7]巫志辉,谢定义,余雄飞.洛川黄土的动变形和强度特性[J].水利学报,1994,(12):67-71.
[8]王兰民,刘红玫,李兰,等.饱和黄土液化机理与特性的试验研究[J].岩土工程学报,2000,22(1):89-94.
[9]徐学燕,仲丛利,陈亚明,等.冻土的动力特性研究及其参数确定[J].岩土工程学报,1998,20(5):77-81.
[10]周健,白冰,段瑞明.粉煤灰作为筑坝排水垫层的动力特性试验研究[J].勘察科学技术,2000,(5):7-11.
[11]简连贵,张上君,胡渊南.初始剪应力对外海回填土壤动态特性之影响[J].岩土工程学报,1999,21(4):420-426.
[12]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,1996.
[13]张克昌,汪友平.含泥砂砾石的强度特性[J].岩土工程学报,1985,7(6):51-59.
[14]Indraratna B,Ionescu D,Christie H D.Shear behav-ior of railway ballast based on large-scale triaxial tests[J].Journal of Geotechnical&Geoenvironmental Engineering,1998,124(5):439-448.
[15]刘萌成,高玉峰,刘汉龙,等.粗粒料大三轴试验研究进展[J].岩土力学,2002,23(2):217-221.
[16]魏松,朱俊高.粗粒料三轴湿化颗粒破碎试验研究[J].岩石力学与工程学报,2006,25(6):1252-1258.
[17]王继庄.粗粒料的变形特性和缩尺效应[J].岩土工程学报,1994,16(4):89-95.
[18]Evans Mark D,Seed H Bolton,Seed Raymond B.Membrane compliance and liquefaction of sluiced gravel speci-mens[J].Journal of Geotechnical Engineering,1995,118(6):856-872.
[19]王昆耀,常亚屏,陈宁.饱和砂砾料液化特性的试验研究[J].水利学报,2000,(2):37-41.
[20]常亚屏,王昆耀,陈宁.关于一个饱和砂砾料液化性状的试验研究[C].大连:大连理工大学出版社,1998:161-166.
[21]付磊,王洪瑾,周景星.主应力偏转角对砂砾料动力特性影响的试验研究[J].岩土工程学报,2000,22(4):435-440.
[22]王爱萍,耿晔,金锦,等.张峰水库堆石坝料的动力特性研究[J].华北水利水电学院学报,2005,26(3):16-18.
[23]郦能惠,朱铁,米占宽.小浪底坝过渡料的强度与变形特性及缩尺效应[J].水电能源科学,2001,19(2):39-42.
[24]Taniguchi E,Whitman R V,Marr W A.Prediction ofearthquake induced deformation of earth dams[J].Soils andFoundations,1983,23(4):126-132.
[25]阮元成,陈宁,常亚屏.察汗乌苏水电站坝体料残余变形特性试验研究[J].水利水电技术,2004,35(10):74-77.
[26]贾革续,孔宪京.粗粒土动残余变形特性的试验研究[J].岩土工程学报,2004,26(1):26-30.
[27]沈珠江,徐刚.堆石料的动力变形特性[J].水利水运科学研究,1996,(2):143-150.
[28]王昆耀,常亚屏,陈宁.往返荷载下粗粒土的残余变形特性[J].土木工程学报,2000,33(3):48-52.
[29]刘汉龙,周云东,余湘娟,等.静、动多功能振动、扭剪三轴仪研制[C].北京:中国建筑工业出版社,2002:540-545.
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