水泥土-土复合试样的动力特性
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摘要
通过动三轴试验研究了水泥土复合试样的动模量和阻尼比的变化规律,着重研究了置换率和围压的影响,提出了一种简单实用的计算复合试样动模量和阻尼比的方法,并给出了由试验确定的归一化公式。通过本文的研究可以得到下列结论:复合试样的动弹模量E、阻尼比D和应变水平ε的相关曲线与纯黏土的有关曲线形状基本一致,只是在相同应变时数值大小不同;经过置换后,复合试样的最大动模量比纯黏土的最大动模量提高,而阻尼比减小;在相同的应变水平下,随着围压的增大,动弹模量增加而阻尼比减小;围压较小时,置换率对最大动模量的影响更加显著,当置换率较小时,围压对最大动模量的影响更加显著。研究结果对水泥搅拌桩复合地基动力特性参数的选取提供了有用的参考。
The variation laws of dynamic elastic modulus and damping ratio for composite sample of cemented clayclay are studied experimentally by means of triaxial apparatus. Emphasis is laid on the influence of replacement ratio and confining pressure. A simple and practical method for calculating the dynamic elastic modulus and damping ratio is proposed and an empirical normalized formula is deduced. It is concluded that the relationships of elastic modulus and damping ratio versus strain are similar to those of pure clay. The maximum dynamic modulus of composite sample is much higher than that of pure clay but the damping ratio is lower. The modulus increases and damping ratio decreases as the confining pressure increases at the same strain level. The influence of replacement ratio on modulus is significant at low confining pressure and the confining pressure will remarkably affects the elastic modulus at lower replacement ratio. The results provide a useful guide for the preliminary estimation of cement requirements to improve the dynamic properties of clays.
The variation laws of dynamic elastic modulus and damping ratio for composite sample of cemented clayclay are studied experimentally by means of triaxial apparatus. Emphasis is laid on the influence of replacement ratio and confining pressure. A simple and practical method for calculating the dynamic elastic modulus and damping ratio is proposed and an empirical normalized formula is deduced. It is concluded that the relationships of elastic modulus and damping ratio versus strain are similar to those of pure clay. The maximum dynamic modulus of composite sample is much higher than that of pure clay but the damping ratio is lower. The modulus increases and damping ratio decreases as the confining pressure increases at the same strain level. The influence of replacement ratio on modulus is significant at low confining pressure and the confining pressure will remarkably affects the elastic modulus at lower replacement ratio. The results provide a useful guide for the preliminary estimation of cement requirements to improve the dynamic properties of clays.
引文
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[29] 孙德安,等.固有各向异性对剪切模量的影响[J].岩土工程学报,1989,11(2):75-81.
[2] HadjianAH,etal.ThelearningfromthelargescaleLotungsoil structureinteractionexperiments[C].Proc.2nd.Int.Conf.onRecentAdv.inGeo.Earth.Engrg.＆SoilDyn.,PaperNo.5.1,St.Louis,Mo.,1991.
[3] TheirsGR,SeedHB.Cyclicstress straincharacteristicsofclay[J].J.oftheSoilMechanicsandFoundationEngineeringDivision,ASCE,1968,94(2):555-569.
[4] HardinBO,BlackWL.Vibrationmodulusofnormallyconsolidatedclay:designequationsandcurves[J].J.oftheSoilMechanicsandFoundationEngineeringDivision,ASCE,1968,94(2):353-369.
[5] HardinBO,BlackWL.ClosuretoVibrationmodulusofnormallyconsolidatedclay:designequationsandcurves[J].J.oftheSoilMechanicsandFoundationEngineeringDivision,ASCE,1969,95(6):1531-1537.
[6] HardinBO,DrnevichVP.Shearmodulusanddampinginsoil:measurementandparametereffects[J].J.oftheSoilMechanicsandFoundationEngineeringDivision,ASCE,1972,98(6):603-624.
[7] HardinBO,DrnevichVP.Shearmodulusanddampinginsoil:designequationsandcurves[J].J.oftheSoilMechanicsandFoundationEngineeringDivision,ASCE,1972,98(7):667-692.
[8] 谢君斐,等.原状饱和黏土动力性能的试验研究[R].哈尔滨:中国科学院工程力学研究所.1973.
[9] KokushoT,YoshidaY,EsashiY.Dynamicpropertiesofsoftclayforwidestrainrange[J].SoilsandFoundations,1982,22(4):1-17.
[10] KagawaT.Modulianddampingfactorsofsoftmarineclays[J].J.ofGeotechnicalEngineering,ASCE,1992,118(9):1360-1375.
[11] 辛鸿博,等.大石河尾矿黏性土的动力变形和强度特征[J].水利学报,1995,(11):56-62.
[12] 何昌荣.动模量和阻尼的动三轴试验研究[J].岩土工程学报,1997,19(2):39-48.
[13] 包承纲,等.三峡二期围堰下淤沙层的动力特性及有关工程问题的研究[J].岩土工程学报,2000,22(4):402-407.
[14] KIMTC,NovakM.DynamicpropertiesofsomecohesivesoilsofOntario[J].CanadianGeotech.J.1981,18:371-389.
[15] TeachavorasinskunS,ThongchimP,LukkunappasitP.Shearmodulusanddampingratioofaclayduringundrainedcyclicloading[J].Geotechnique,2001,51(5):467-470.
[16] VuceticM,DobryR.Effectofsoilplasticityoncyclicresponse[J].J.ofGeotechnicalEngineering,ASCE,1991,117(1):89-107.
[17] 袁晓铭,等.常规土类动剪切模量比和阻尼比试验研究[J].地震工程和工程振动,2000,20(4):133-139.
[18] LanzoG,VuceticM,DoroudianM.Reductionofshearmodulusatsmallstrainsinsimpleshear[J].J.ofGeotechnicalandGeoenviromentalEngineering,ASCE,1997,123(11):1035-1042.
[19] VuceticM,LanzoG,DoroudianM.Dampingatsmallstrainsincyclicsimplesheartest[J].J.ofGeotechnicalandGeoenviromentalEngineering,ASCE,1998,124(7):585-593.
[20] GhayamghamianMR,KawakamiH.On sitenonlinearhystersiscurvesanddynamicsoilproperties[J].J.ofGeotechnicalandGeoenviromentalEngineering,ASCE,2000,126(6):543-555.
[21] FahoumK,AggourMS,AminiF.Dynamicpropertiesofcohesivesoilstreatedwithlime[J].J.ofGeotechnicalandGeoenviromentalEngineering,ASCE,1996,122(5):382-389.
[22] 陈善民,等.水泥土动力特性室内试验及复合地基抗震特性分析[J].浙江大学学报(工学版),2000,34(3):398-403.
[23] 侯永峰,等.循环荷载作用下水泥复合土试样变形性状试验研究[J].岩土工程学报,2001,23(3):288-291.
[24] DT-92.土工试验规程[S].
[25] 刘一林.水泥搅拌桩复合地基变性特性研究[D].杭州:浙江大学,1991.
[26] LambeTW,WhitmanRV.Soilmechanics[M].JohnWileyandSons,Inc.,NewYork,N.Y.1969.
[27] "Limestabilization.".State of the ArtRep.[R].Transp.R3es.Board,Washington,D.C.1987.
[28] HitcherPY,ElHosriMS,HomsiM.Cyclicpropertiesofsoilswithinalargerangeofstrainamplitude[M].DevelopmentsinGeotechnicalengineering42,soildynamicsandliquefaction,A.S.Cakmak,ed.,ElsevierScienceCo.,Inc.,NewYork,N,Y.,1987.
[29] 孙德安,等.固有各向异性对剪切模量的影响[J].岩土工程学报,1989,11(2):75-81.
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