橡胶粉对重塑黄土动力特性影响的试验
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摘要
将橡胶粉干质量百分比分别设定为6%、9%和15%这3种配合比,重塑橡胶粉-黄土混合土试样,采用动三轴试验系统对橡胶粉-黄土混合土试样进行了不固结不排水三轴剪切试验,研究了橡胶粉对重塑黄土动力特性的影响规律。试验结果表明:混合土动弹性模量随橡胶粉含量的增加而逐渐降低,混合土的最大动弹性模量Edmax与最大动剪切模量Gdmax随橡胶粉含量的增加而明显降低;当动剪应变γd在0～0.002范围内时,橡胶粉含量对动剪切模量比Gd/Gdmax影响不大,当动剪应变γd大于0.002时,混合土的Gd/Gdmax随着橡胶粉含量的增加而增大;动剪应变γd在0～0.01范围内时,阻尼比变化幅度很大,当动剪应变γd大于0.01后,阻尼比趋于稳定;混合土最大阻尼比随橡胶颗粒含量的增加而增大。
Manipulated loess and rubber powder was mixed with percentage of rubber powder as 6%,9% and 15% respectively.Triaxial shear test on manipulated loess sample was conducted by dynamic triaxial test system under unconsolidated and undrained condition,and the influence of rubber powder on the dynamic mechanic properties was studied.The results show that the dynamic modulus(Ed) of manipulated loess decreases with the increment of rubber powder percentage,and the maximum dynamic modulus(Edmax) and dynamic shear modulus(Gdmax) decrease significantly with the increment of rubber powder percentage.The influence of rubber powder percentage on the dynamic shear modulus ratio(Gd/Gdmax) is not obvious when the dynamic shear strain(γd) is in the range of 0 and 0.002 but the dynamic shear modulus ratio(Gd/Gdmax) increases with the increment of rubber powder percentage when the dynamic shear strain(γd) exceeds 0.002.When the dynamic shear strain(γd) is in the range of 0 and 0.001,the damping ration changes significantly.When the dynamic shear strain(γd) exceeds 0.01,the damping ratio tends to be steady and the maximum damping ratio of manipulated loess increases with the increment of rubber powder percentage.
Manipulated loess and rubber powder was mixed with percentage of rubber powder as 6%,9% and 15% respectively.Triaxial shear test on manipulated loess sample was conducted by dynamic triaxial test system under unconsolidated and undrained condition,and the influence of rubber powder on the dynamic mechanic properties was studied.The results show that the dynamic modulus(Ed) of manipulated loess decreases with the increment of rubber powder percentage,and the maximum dynamic modulus(Edmax) and dynamic shear modulus(Gdmax) decrease significantly with the increment of rubber powder percentage.The influence of rubber powder percentage on the dynamic shear modulus ratio(Gd/Gdmax) is not obvious when the dynamic shear strain(γd) is in the range of 0 and 0.002 but the dynamic shear modulus ratio(Gd/Gdmax) increases with the increment of rubber powder percentage when the dynamic shear strain(γd) exceeds 0.002.When the dynamic shear strain(γd) is in the range of 0 and 0.001,the damping ration changes significantly.When the dynamic shear strain(γd) exceeds 0.01,the damping ratio tends to be steady and the maximum damping ratio of manipulated loess increases with the increment of rubber powder percentage.
引文
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[2]辛凌,刘汉龙.废弃轮胎橡胶颗粒轻质混合土强度特性试验研究[J].岩土工程学报,2010,32(3):428-433.XIN Ling,LIU Han-long.Consolidated undrained tri-axial compression tests on lightweight soil mixed withrubber chips of scrap tires[J].Chinese Journal ofGeotechnical Engineering,2010,32(3):428-433.(inChinese)
[3]辛凌,刘汉龙.废弃轮胎橡胶颗粒轻质混合土无侧限抗压强度试验[J].解放军理工大学学报:自然科学版,2010,11(1):79-83.XIN Ling,LIU Han-long.Unconfined compressivetest of lightweight soil mixed with rubber chips ofscrap tires[J].Journal of PLA University of Scienceand Technology:Natural Science Edition,2010,11(1):79-83.(in Chinese)
[4]Bosscher P J,Thncer B E,Senro K.Design of high-way embankments using tire chips[J].Journal ofGeotechnical and Geoenvironmental Engineering,1997,123(4):295-304.
[5]Pierce C E,Blackwell M C.Potential of scrap tire rub-ber as lightweight aggregate in flowable fill[J].WasteManage-ment,2003,23(3):197-208.
[6]Kerry R R,Reagan M.Clogging of tire shreds andgravel permeated with landfill leachate[J].Journal ofGeotechnical and Geoenvironmental Engineering,2005,131(6):682-693.
[7]Tanchaisawat T,Bergado D T,Prempramote S.Inter-action between geogrid reinforcement and tire chip-sand lightweight backfill[J].Geotextiles andGeomembranes,2006,40(5):320-326.
[8]Lee H J,Roh H S.The use of recycled tire chips tominimize dynamic earth pressure during compaction ofbackfill[J].Construction and Building Materials,2007,21(5):1016-1026.
[9]Youwail S,Bergado D T.Numerical analysis of rein-forced wall using rubber tire chips-sand mixtures asbackfill material[J].Computers and Geotechnics,2004,31(2):103–114.
[10]胡志平,赵振荣,朱启东,等.西安某地裂缝两侧黄土物理力学性质试验[J].地球科学与环境学报,2009,31(1):85-88.HU Zhi-ping,ZHAO Zhen-rong,ZHU Qi-dong,et al.Experimental study on physical mechanic property ofloess near ground fissure in Xi'an[J].Journal of EarthSciences and Environment,2009,31(1):85-88.(inChinese)
[11]贺农农,李攀,邵生俊,等.西安地铁隧道穿越饱和软黄土地段的地表沉降监测[J].地球科学与环境学报,2012,34(1):96-103.HE Nong-nong,LI Pan,SHAO Sheng-jun,et al.Ground settlement monitoring above Xi'an Metro tun-nel through the saturated soft loess[J].Journal ofEarth Sciences and Environment,2012,34(1):96-103.(in Chinese)
[12]刘洋.土体的动模量和阻尼比的实验技术研究[D].大连:大连理工大学,2006.LIU Yang.Study on the test technology of dynamicmodulus and damping ratio of soil[D].Dalian:DalianUniversity of Technology,2006.(in Chinese)
[13]刘保健,张晓荣,程海涛.应变控制下压实黄土的动三轴试验研究[J].岩土力学,2007,28(6):1073-1076.LIU Bao-jian,ZHANG Xiao-rong,CHENG Hai-tao.Study on compacted loess under strain control at dy-namic triaxial test[J].Rock and Soil Mechanics,2007,28(6):1073-1076.(in Chinese)
[14]袁晓铭,孙锐,孙静,等.常规土类动剪切模量比和阻尼比试验研[J].地震工程与工程振动,2000,20(4):133-139.YUAN Xiao-ming,SUN Rui,SUN Jing,et al.Labora-tory experimental study on dynamic shear modulusratio and damping ratio of soils[J].Earthquake Engi-neering and Engineering Vibration,2000,20(4):133-139.(in Chinese)
[15]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.HE Chang-rong.Dynamic triaxial test on modulus anddamping[J].Chinese Journal of Geotechnical Engi-neering,1997,19(2):39-48.(in Chinese)
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