振动历史对砂土非线性剪切模量和阻尼比的影响
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摘要
利用Stokoe共振柱的非共振模式对干砂试样施加先期扭剪振动,系统研究振动历史对砂土非线性动力特性的影响。研究发现:对某一砂样,存在一个阀值循环次数,小于该阀值前,砂土最大剪切模量随循环次数衰减,大于该阀值后,随之增大。砂土归一化剪切模量几乎不受预荷载频率影响,阻尼比随预荷载频率增大而增大。归一化剪切模量随循环次数增大而减小,阻尼比则随之增大。增大围压将减弱先期振动对归一化模量和阻尼比的影响,而降低围压将进一步放大先期振动的影响。振动历史对归一化剪切模量和阻尼比的影响是土颗粒之间磨损作用和颗粒竖向再定向作用的共同结果。
The effects of vibration history on nonlinear dynamic properties of dry sand are studied by applying torsional previbration using the non-resonant vibration mode by means of the Stokoe resonant column apparatus.The study shows that,for a given sand sample,there is a threshold number,below which Gmax decreases and beyond which it increases with the number of cycles.Normalized shear modulus is not affected by preloading frequency but damping ratio increases with preloading frequency under the confining pressure under which previbration is applied.The normalized shear modulus decreases and the damping ratio increases with the number of cycles.Reloading confining pressure may decrease and unloading confining pressure may further magnify the effects of the vibration history on the normalized shear modulus and the damping ratio.The effects of vibration history on the normalized shear modulus and the damping properties result from for the jointed effects of wear process and reorientation of interparticles in vertical direction.
The effects of vibration history on nonlinear dynamic properties of dry sand are studied by applying torsional previbration using the non-resonant vibration mode by means of the Stokoe resonant column apparatus.The study shows that,for a given sand sample,there is a threshold number,below which Gmax decreases and beyond which it increases with the number of cycles.Normalized shear modulus is not affected by preloading frequency but damping ratio increases with preloading frequency under the confining pressure under which previbration is applied.The normalized shear modulus decreases and the damping ratio increases with the number of cycles.Reloading confining pressure may decrease and unloading confining pressure may further magnify the effects of the vibration history on the normalized shear modulus and the damping ratio.The effects of vibration history on the normalized shear modulus and the damping properties result from for the jointed effects of wear process and reorientation of interparticles in vertical direction.
引文
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[22]CHEN Y,HUNG H.Evolution of shear modulus and fabricduring shear deformation[J].Soils and Foundations,1991,31(4):48–160.
[2]俞培基,秦蔚琴.在共振柱仪上研究接触面的动力变形特性[J].水利学报,1995(1):81–85.(YU Pei-ji,QIN Wei-qin.Cyclic deformation behavior of interface studied on resonantcolumn test device[J].Journal of Hydraulic Engineering,1995(1):81–85.(in Chinese))
[3]袁晓铭,孙静.非等向固结下砂土最大动剪切模量增长模式及Hardin公式修正[J].岩土工程学报,2005,27(3):264–269.(YUAN Xiao-ming,SUN Jing.Model ofmaximum dynamic shear modulus of sand under anisotropicconsolidation and revision of Hardin’s formula[J].ChineseJournal of Geotechnical Engineering,2005,27(3):264–269.(in Chinese))
[4]袁晓铭,孙静.多功能共振柱刚性试件试验的可靠性分析[J].岩石力学与工程学报,2005,24(4):610–615.(YUAN Xiao-ming,SUN Jin.Reliability of multipurposeresonant column device in testing rigid specimens[J].ChineseJournal of Rock Mechanics and Engineering,2005,24(4):610–615.(in Chinese))
[5]曹继东,陈正汉,王权民.软粘土的共振柱试验研究[J].四川建筑科学研究,2004,30(4):69–71.(CAO Ji-dong,CHEN Zhen-han,WANG Quan-ming.The resonant columntest study of soft clay in amoy[J].Building Science Researchof Sichuan,2004,30(4):69–71.(in Chinese))
[6]吕小飞,陈培雄,杨义菊,等.海洋粉质粘土共振柱试验研究[J].世界地震工程,2010,26(增刊1):1–5.(LüXiao-fei,CHEN Pei-xiong,YANG Yi-ju,et al.The resonantcolumn test study on marine silty clay[J].World EarthquakeEngineering,2010,26(S1):1–5.(in Chinese))
[7]HARDIN B O,DRNEVICH V P.Shear modulus anddamping in soils:Measurement and parameter effects[J].Journal of the Soil Mechanics and Foundations Division,ASCE,1972,98(6):603–624.
[8]SHERIF M A,ISHIBASHI I.Dynamic shear moduli for drysands[J].Journal of the Geotechnical Engineering Division,ASCE,1976,102(11):1171–1184.
[9]SHERIF M A,ISHIBASHI I,GADDAH A H.Damping ratiofor dry sands[J].Journal of the Geotechnical EngineeringDivision,ASCE,1977,103(7):743–756.
[10]BAI L D.Preloading effects on dynamic sand behavior byresonant column tests[D].Berlin:Technical University Berlin,2011.
[11]SILVER M L,SEED H B.Deformation characteristics ofsands under cyclic loading[J].Journal of the Soil Mechanicsand Foundations Division,ASCE,1971,97(8):1081–1098.
[12]RAY R P,WOODS R D.Modulus and damping due touniform and variable cyclic loading[J].Journal ofGeotechnical Engineering,ASCE,1988,114(8):861–876
[13]LI X S,CAI Z Y.Effects of low-number previbration cycleson dynamic properties of dry sand[J].Journal of Geotechnicaland Geoenvironmental Engineering,ASCE,1999,125(11):979–987.
[14]DRNEVICH V P,RICHART F E Jr.Dynamic prestraining ofdry sand[J].Journal of the Soil Mechanics and FoundationsDivision,ASCE,1970,96(2):453–469.
[15]WICHTMANN T,TRIANTAFYLLIDIS T.Influence of acyclic and dynamic loading history on dynamic properties ofdry sand,part I:cyclic and dynamic torsional prestraining[J].Soil Dynamics and Earthquake Engineering,2004,24(2):127–147.
[16]TATSUOKA F,IWASAKI T,FUKUSHIMA S,et al.Stressconditions and stress histories affecting shear modulus anddamping of sand under cyclic loading[J].Soils andFoundations,1979,19(2):29–43
[17]LI X S,YANG W L.Effects of vibration history on modulusand damping of dry sand[J].Journal of Geotechnical andGeoenvironmental Engineering,ASCE,1998,124(11):1071–1081.
[18]YOUN J U,CHOO Y W,KIM D S.Measurement ofsmall-strain shear modulus G(max)of dry and saturated sandsby bender element,resonant column,and torsional sheartests[J].Canadian Geotechnical Journal,2008,45(10):1426–1438.
[19]HARDIN B O,BLANDFORD G E.Elasticity of particulatematerials[J].Journal of Geotechnical Engineering,ASCE,1989,115(6):788–805.
[20]CUNDALL P A,STRACK O D L.A discrete numericalmodel for granular assemblies[J].Geotechnique,1979,29(1):47–65.
[21]CHEN Y C,ISHIBASHI I.Dynamic shear modulus andevolution of fabric of granular materials[J].Soils andFoundations,1990,30(3):1–10.
[22]CHEN Y,HUNG H.Evolution of shear modulus and fabricduring shear deformation[J].Soils and Foundations,1991,31(4):48–160.
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