基于超大型三轴仪的堆石料缩尺效应研究
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摘要
对某一爆破筑坝堆石料开展了试样直径1m(最大粒径为200mm)的超大型和试样直径0.3m(最大粒径为60 mm)的常规大型三轴固结排水剪切试验,研究了平行相似级配条件下最大粒径对应力–应变关系、颗粒破碎、特征应力状态、割线模量及邓肯张E-B模型参数的影响。试验结果表明:(1)大型三轴试验的峰值内摩擦角大于超大型三轴试验,并且峰值应力处的轴向应变小于超大型三轴试验;(2)大型三轴试验的相变应力比大于超大型三轴试验,并且相变处的体变及轴向应变均小于超大型三轴试验;(3)大型三轴试验的颗粒破碎率小于超大型三轴试验,但二者平行粒组的变化规律相同;(4)大型三轴试验在应力水平50%处的割线弹性模量及割线体积模量均大于超大型三轴试验。大型三轴试验的邓肯张E-B模型参数k,kb分别是超大型三轴试验的1.22倍、1.38倍。研究成果可为建立考虑缩尺效应的堆石料本构模型和分析土工构筑物变形提供重要的试验依据。
A super-large triaxial apparatus and a common large triaxial apparatus are used to conduct triaxial tests on quarried rockfill materials with the maximum particle size d_(max) of 200 and 60 mm in parallel gradation.The study mainly focuses on the effect of particle size on the stress-strain relation,particle breakage,characteristic stress state and parameters of Duncan-Chang model.The results show that the peak friction angle of d_(max)=60 mm is higher than that of the d_(max)=200 mm,and the axial stain at the peak strength of d_(max)=60 mm is smaller than that at d_(max)=200 mm.The phase transformation stress ratio of d_(max)=60 mm is higher than that at d_(max)=200 mm,and the volumetric and axial strains in phase transformation state are smaller than those at d_(max)=200 mm.The amount of particle breakage of d_(max)=200 mm is greater than that at d_(max)=60 mm.The secant elastic and bulk moduli at 50% stress level of d_(max)=60 mm are larger than those at d_(max)=200 mm.The parameters k and kb of Duncan-Changmodel for d_(max)=60 mm are 1.22 and 1.38 times those for d_(max)=200 mm,respectively.This study may provide valuable experimental references for the constitutive model considering scale effect and the deformation analysis for rockfill structures.
A super-large triaxial apparatus and a common large triaxial apparatus are used to conduct triaxial tests on quarried rockfill materials with the maximum particle size d_(max) of 200 and 60 mm in parallel gradation.The study mainly focuses on the effect of particle size on the stress-strain relation,particle breakage,characteristic stress state and parameters of Duncan-Chang model.The results show that the peak friction angle of d_(max)=60 mm is higher than that of the d_(max)=200 mm,and the axial stain at the peak strength of d_(max)=60 mm is smaller than that at d_(max)=200 mm.The phase transformation stress ratio of d_(max)=60 mm is higher than that at d_(max)=200 mm,and the volumetric and axial strains in phase transformation state are smaller than those at d_(max)=200 mm.The amount of particle breakage of d_(max)=200 mm is greater than that at d_(max)=60 mm.The secant elastic and bulk moduli at 50% stress level of d_(max)=60 mm are larger than those at d_(max)=200 mm.The parameters k and kb of Duncan-Changmodel for d_(max)=60 mm are 1.22 and 1.38 times those for d_(max)=200 mm,respectively.This study may provide valuable experimental references for the constitutive model considering scale effect and the deformation analysis for rockfill structures.
引文
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[3]李凤鸣,卞富宗.两种粗粒土的比较试验[J].勘察科学技术,1991(2):25-29.(LI Feng-ming,BIAN Fu-zong.Comparison of two rockfill tests[J].Site Investigation Science and Technology,1991(2):25-29.(in Chinese))
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[8]HU W,DANO C,HICHER P,et al.Effect of sample size on the behavior of granular materials[J].Geotechnical Testing Journal,2011,34(3):186-197.
[9]凌华,殷宗泽,朱俊高,等.堆石料强度的缩尺效应试验研究[J].河海大学学报(自然科学版),2011,39(5):540-544.(LING Hua,YIN Zong-ze,ZHU Jun-gao,et al.Experimental study of scale effect on strength of rockfill materials[J].Journal of Hohai University(Natural Sciences),2011,39(5):540-544.(in Chinese))
[10]HONKANADAVAR P N,L GUPTA S.Effect of particle size and confining pressure on shear strength parameter of rockfill materials[J].Academic Research,2012,1(1):49-63.
[11]邹德高,田继荣,刘京茂,等.堆石料三维形状量化及其对颗粒破碎的影响研究[J].岩土力学,2018,39(10):3525-3530.(ZOU De-gao,TIAN Ji-rong,LIU Jing-mao,et al.Three-dimensional shape of rockfill material and its influence on particle breakage[J].Rock and Soil Mechanics,2018,39(10):3525-3530.(in Chinese))
[12]福島伸二,北島明.超大型三軸圧縮試験装置の歩みとその果たした役割[J].土と基礎,1998,46(11):29-32.(FUKUSHIMA S,KITAJIMA A.History and contribution of super large scale triaxial compression testing apparatus[J].Soil Mechanics and Foundation Engineering,1998,46(11):29-32.(in Japanese))
[13]孔宪京,刘京茂,邹德高.堆石料尺寸效应研究面临的问题及多尺度三轴试验平台[J].岩土工程学报,2016,38(11):1941-1947.(KONG Xian-jing,LIU Jing-mao,ZOU De-gao.Scale effect of rockfill and multiple-scale triaxial test platform[J].Chinese Journal of Geotechnical Engineering,2016,38(11):1941-1947.(in Chinese))
[14]SL237-1999土工试验规程[M].1999.(SL237-1999Specification of soil test[S].1999.(in Chinese))
[15]GOTO S,TATSUOKA,SHIBUYA S,et al.A simple gauge for local small strain measurements in the laboratory[J].Soils&Foundations,1991,31(1):169-180.
[16]孔宪京,贾革续,邹德高,等.微小应变下堆石料的变形特性[J].岩土工程学报,2001,23(1):32-37.(KONGXian-jing,JIA Ge-xu,ZOU De-gao,et al.Deformation characteristics of rockfill at small strains[J].Chinese Journal of Geotechnical Engineering,2001,23(1):32-37.(in Chinese))
[17]孔宪京,刘京茂,邹德高,等.紫坪铺面板坝堆石料颗粒破碎试验研究[J].岩土力学,2014,35(1):35-40.(KONGXian-jing,LIU Jing-mao,ZOU De-gao,et al.Experimental study of particle breakage of Zipingpu rockfill material[J].Rock and Soil Mechanics,2014,35(1):35-40.(in Chinese))
[18]LIU J,ZOU D.Stress-dilatancy of Zipingpu gravel in triaxial compression tests[J].Science China(Technological Sciences),2016,59(2):214-224.
[19]KONG X,LIU J,ZOU D,et al.Stress-dilatancy relationship of Zipingpu gravel under cyclic loading in triaxial stress states[J].International Journal of Geomechanics,2016,16(4):4016001.
[2]MARACHI N D,CHAN C K,SEED H B.Evaluation of properties of rockfill materials[J].Journal of Soil Mechanics&Foundations Div,1972,98(1):95-114.
[3]李凤鸣,卞富宗.两种粗粒土的比较试验[J].勘察科学技术,1991(2):25-29.(LI Feng-ming,BIAN Fu-zong.Comparison of two rockfill tests[J].Site Investigation Science and Technology,1991(2):25-29.(in Chinese))
[4]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.(WANG Ji-zhuang.Deformation characteristic and scale effect of rockfiil material[J].Chinese Journal of Geotechnical Engineering,1994,16(4):89-95.(in Chinese))
[5]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.(LI Neng-hui,ZHU Tie,MI Zhan-kuan.Strength and deformation properties of transition zone material of Xiaolangdi Dam and scale effect[J].International Journal Hydroelectric Energy,2001,19(2):39-42.(in Chinese))
[6]VARADARAJAN A,SHARMA K G,VENKATACHALAM K,et al.Testing and modeling two rockfill materials[J].Journal of Geotechnical&Geoenvironmental Engineering,2003,129(3):206-218.
[7]李翀,何昌荣,王琛,等.粗粒料大型三轴试验的尺寸效应研究[J].岩土力学,2008,29(增刊1):563-566.(LI Chong,HE Chang-rong,WANG Chen,et al.Study of scale effect of large-scale triaxial test of coarse-grained materials[J].Rock and Soil Mechanics,2008,29(S1):563-566.(in Chinese))
[8]HU W,DANO C,HICHER P,et al.Effect of sample size on the behavior of granular materials[J].Geotechnical Testing Journal,2011,34(3):186-197.
[9]凌华,殷宗泽,朱俊高,等.堆石料强度的缩尺效应试验研究[J].河海大学学报(自然科学版),2011,39(5):540-544.(LING Hua,YIN Zong-ze,ZHU Jun-gao,et al.Experimental study of scale effect on strength of rockfill materials[J].Journal of Hohai University(Natural Sciences),2011,39(5):540-544.(in Chinese))
[10]HONKANADAVAR P N,L GUPTA S.Effect of particle size and confining pressure on shear strength parameter of rockfill materials[J].Academic Research,2012,1(1):49-63.
[11]邹德高,田继荣,刘京茂,等.堆石料三维形状量化及其对颗粒破碎的影响研究[J].岩土力学,2018,39(10):3525-3530.(ZOU De-gao,TIAN Ji-rong,LIU Jing-mao,et al.Three-dimensional shape of rockfill material and its influence on particle breakage[J].Rock and Soil Mechanics,2018,39(10):3525-3530.(in Chinese))
[12]福島伸二,北島明.超大型三軸圧縮試験装置の歩みとその果たした役割[J].土と基礎,1998,46(11):29-32.(FUKUSHIMA S,KITAJIMA A.History and contribution of super large scale triaxial compression testing apparatus[J].Soil Mechanics and Foundation Engineering,1998,46(11):29-32.(in Japanese))
[13]孔宪京,刘京茂,邹德高.堆石料尺寸效应研究面临的问题及多尺度三轴试验平台[J].岩土工程学报,2016,38(11):1941-1947.(KONG Xian-jing,LIU Jing-mao,ZOU De-gao.Scale effect of rockfill and multiple-scale triaxial test platform[J].Chinese Journal of Geotechnical Engineering,2016,38(11):1941-1947.(in Chinese))
[14]SL237-1999土工试验规程[M].1999.(SL237-1999Specification of soil test[S].1999.(in Chinese))
[15]GOTO S,TATSUOKA,SHIBUYA S,et al.A simple gauge for local small strain measurements in the laboratory[J].Soils&Foundations,1991,31(1):169-180.
[16]孔宪京,贾革续,邹德高,等.微小应变下堆石料的变形特性[J].岩土工程学报,2001,23(1):32-37.(KONGXian-jing,JIA Ge-xu,ZOU De-gao,et al.Deformation characteristics of rockfill at small strains[J].Chinese Journal of Geotechnical Engineering,2001,23(1):32-37.(in Chinese))
[17]孔宪京,刘京茂,邹德高,等.紫坪铺面板坝堆石料颗粒破碎试验研究[J].岩土力学,2014,35(1):35-40.(KONGXian-jing,LIU Jing-mao,ZOU De-gao,et al.Experimental study of particle breakage of Zipingpu rockfill material[J].Rock and Soil Mechanics,2014,35(1):35-40.(in Chinese))
[18]LIU J,ZOU D.Stress-dilatancy of Zipingpu gravel in triaxial compression tests[J].Science China(Technological Sciences),2016,59(2):214-224.
[19]KONG X,LIU J,ZOU D,et al.Stress-dilatancy relationship of Zipingpu gravel under cyclic loading in triaxial stress states[J].International Journal of Geomechanics,2016,16(4):4016001.