重塑红黏土动剪切模量与阻尼比的共振柱试验
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摘要
在保证路基施工质量的前提下,对重塑红黏土在小应变幅值条件下土体动剪切模量和阻尼比的研究,可作为其是否适宜作高铁地基的判别标准之一。为此,在颗分、液塑限及击实等试验的基础上,对不同围压下标准红黏土试样进行小应变幅值的共振柱试验研究。通过对相关试验数据进行整理,得出了重塑红黏土在小应变条件下动剪切模量和阻尼比的变化规律及其影响因素。利用改进的Davidenkov模型对重塑红黏土动力指标进行了拟合,效果良好。该研究成果可为相关高速铁路路基工程提供基础数据及分析参考。
In order to research the dynamic property of the remoulded red clay under small shear strain amplitude condition,through imposing torsional vibration and changing the driving frequency step by step on the soil column with certain humidity,density and stress conditions,the resonant frequencies of the soil sample were measured.Then by cutting off the driving force,the vibration reduction curves were measured.The test can obtain the variation rules and influence factors of the dynamic shear modulus and damping ratio of the remoulded red clay under small strain condition.The results showed that the dynamic shear modulus of the remoulded red clay is relatively bigger,therefore its ability to resist deformation is relatively stronger.When the dynamic shear strain is small than 1×10-4,the dynamic shear modulus reduce slowly,but when the dynamic shear strain is more than 1×10-4,the dynamic shear modulus reduce rapidly.The damping ratio of the remoulded red clay is relatively smaller,so the stress wave can transfer faster and deeper in the soil and its energy reduction is slower.By using the improved Davidenkov model,the dynamic indexes of the remoulded red clay are fitted and the effect is pretty good.
In order to research the dynamic property of the remoulded red clay under small shear strain amplitude condition,through imposing torsional vibration and changing the driving frequency step by step on the soil column with certain humidity,density and stress conditions,the resonant frequencies of the soil sample were measured.Then by cutting off the driving force,the vibration reduction curves were measured.The test can obtain the variation rules and influence factors of the dynamic shear modulus and damping ratio of the remoulded red clay under small strain condition.The results showed that the dynamic shear modulus of the remoulded red clay is relatively bigger,therefore its ability to resist deformation is relatively stronger.When the dynamic shear strain is small than 1×10-4,the dynamic shear modulus reduce slowly,but when the dynamic shear strain is more than 1×10-4,the dynamic shear modulus reduce rapidly.The damping ratio of the remoulded red clay is relatively smaller,so the stress wave can transfer faster and deeper in the soil and its energy reduction is slower.By using the improved Davidenkov model,the dynamic indexes of the remoulded red clay are fitted and the effect is pretty good.
引文
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[13]Liu Xiaohong.Research on dynamic stability of red clay subgrade under ballastless track of high-speed railway[D].Changsha:Central South University,2011.[刘晓红.高速铁路无砟轨道红黏土路基动力稳定性研究[D].长沙:中南大学,2011.]
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[18]Senetakis Kostas,Anastasiadis Anastasios,Pitilakis Kyriazis.Dynamic response of sandy and gravelly soils:Effect of grain size characteristics on G-γ-D curves[C]//Proceedings of the Fifth International Conference on Earthquake Geotechnical Engineering.Santiago,2011.
[19]Senetakis Kostas,Anastasiadis Anastasios,Pitilakis Kyriazis.Dynamic properties of dry sand/rubber(SRM)and gravel/rubber(GRM)mixtures in a wide range of shearing strain amplitudes[J].Soil Dynamics and Earthquake Engineering,2012,33(2):38-53.
[20]Martin P P,Seed H B.One-dimensional dynamic ground response analyses[J].Journal of Geotechnical Engineering Division,ACSE,1982,108(7):935-952.
[2]谢定义.土动力学[M].西安:西安交通大学出版社,1988.
[3]Wang Quanmin,Li Gang,Chen Zhenghan,et al.Research on dynamic characteristics of sands in Xiamen city[J].Rock and Soil Mechanics,2005,26(10):1628-1632.[王权民,李刚,陈正汉,等.厦门砂土的动力特性研究[J].岩土力学,2005,26(10):1628-1632.]
[4]Estelle D,Irini D M,Richard C,et al.Shear modulus and damping ratio of grouted sand[J].Soil Dynamics and Earthquake Engineering,2004,24:461-471.
[5]Pantazopoulos I A,Atmatzidis D K.Dynamic properties of microfine cement grouted sans[J].Soil Dynamics and Earthquake Engineering,2012,42:17-31.
[6]Chen Guoxing,Liu Xuezhu.Testing study on ratio of dynamic shear moduli and ratio of damping for recently deposited soils in Nanjing and its neighboring areas[J].Chinese Journal of Rock Mechanics and Engineering,2004,23(8):1403-1410.[陈国兴,刘雪珠.南京及邻近地区新近沉积土的动剪切模量和阻尼比的试验研究[J].岩石力学与工程学报,2004,23(8):1403-1410.]
[7]Liu Xuezhu.The study and test on dynamic properties of recently deposited soils and vibratory liquefaction of sands in area of Nanjing and its nerghbor[D].Nanjing:Nanjing University of Technology,2003.[刘雪珠.南京及其邻近地区新近沉积土的动力特性和砂土震动液化试验研究[D].南京:南京工业大学,2003.]
[8]Zhang Yajun,Lan Hongliang,Cui Yonggao.Statistical studies on shear modulus ratios and damping ratios of soil inShanghai area[J].World Earthquake Engineering,2010,26(2):171-175.[张亚军,兰宏亮,崔永高.上海地区土动剪切模量比和阻尼比的统计研究[J].世界地震工程,2010,26(2):171-175.]
[9]Yuan Xiaoming,Sun Rui,Sun Jing,et al.Laboratory experimental study on dynamic shear modulus ratio and damping ratio of soils[J].Earthquake Engineering and Engineering Vibration,2000,20(4):133-139.[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究[J].地震工程与工程振动,2000,20(4):133-139.]
[10]Xu Yimin,Jiang Pu.The application of resonant column in soil test[J].Journal of Hohai University,1991,19(6):36-41.[徐亦敏,姜朴.在土工测试中共振柱的应用[J].河海大学学报,1991,19(6):36-41.]
[11]Jia Pengfei.Behaviourand modeling of plastic strain accumulation of soil during low-amplitude high-cycle loading process[D].Wuhan:Institute of Rock and Soil Mechanics,Chinese Academy of Sciences,2012.[贾鹏飞.低幅值高循环荷载作用过程中土体的塑性应变累积行为及描述方法[D].武汉:中国科学院武汉岩土力学研究所,2012.]
[12]Wang Zhijie,Luo Yasheng,Wang Ruirui,et al.Experimental study on dynamic shear modulus and damping ratio of undisturbed loess in different regions[J].Chinese Journal of Geotechnical Engineering,2010,32(9):1464-1469.[王志杰,骆亚生,王瑞瑞,等.不同地区原状黄土动剪切模量与阻尼比试验研究[J].岩土工程学报,2010,32(9):1464-1469.]
[13]Liu Xiaohong.Research on dynamic stability of red clay subgrade under ballastless track of high-speed railway[D].Changsha:Central South University,2011.[刘晓红.高速铁路无砟轨道红黏土路基动力稳定性研究[D].长沙:中南大学,2011.]
[14]中华人民共和国铁道部.TB10102—2010铁路工程土工试验规程[S].北京:中国铁道出版社,2010.
[15]Duncan J M,Chang C Y.Nonlinar analysis of stress and strain in soils[J].Journal of the Geotechnical Engineering Division,ASCE,1970,103(6):517-533.
[16]Hardin B O,Dmevich V P.Shear modulus and damping in soils:Measurement and parameter effets(Terzaghi Leture)[J].Journal of the Soil Mechanics and Foundation Division,ASCE,1972,98(SM6):603-624.
[17]Hardin B O,Dmevich V P.Shear modulus and damping in soils:design equations and curves[J].Journal of the Soil Mechanics and Foundation Division,ASCE,1972,98(SM7):667-692.
[18]Senetakis Kostas,Anastasiadis Anastasios,Pitilakis Kyriazis.Dynamic response of sandy and gravelly soils:Effect of grain size characteristics on G-γ-D curves[C]//Proceedings of the Fifth International Conference on Earthquake Geotechnical Engineering.Santiago,2011.
[19]Senetakis Kostas,Anastasiadis Anastasios,Pitilakis Kyriazis.Dynamic properties of dry sand/rubber(SRM)and gravel/rubber(GRM)mixtures in a wide range of shearing strain amplitudes[J].Soil Dynamics and Earthquake Engineering,2012,33(2):38-53.
[20]Martin P P,Seed H B.One-dimensional dynamic ground response analyses[J].Journal of Geotechnical Engineering Division,ACSE,1982,108(7):935-952.
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