荆江大堤下伏饱和粉细砂最大动剪模量经验估算
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摘要
以采自长江荆江大堤江陵段下伏冲积成因饱和粉细砂为研究对象,参照原位试验成果重塑粉细砂试样,并在其实际固结应力比(Kc≈1.6)条件下,对试样的动剪切模量特性及最大动剪模量经验估算方法进行研究。结果表明:相同的相对密度条件下,围压升高可减缓动模量随应变的衰减速度;而当围压相同、相对密度Dr=0.5~0.6时,动模量衰减曲线形态则高度吻合;基于最大动剪模量估算公式,分别采用相对密度和标贯击数2个指标,对饱和粉细砂的最大动剪模量进行估算,通过与试验成果的对比,证明该经验公式可很好地用于估算本区饱和粉细砂的最大动剪切模量。
The saturated fine sand with alluvial origin in Jingjiang levees was collected,and specimens were reshaped refer to the in-situ tests results. Combining with the actual consolidation ratio Kc(Kc≈1.6),the dynamic triaxial tests were conducted to research the characteristics of dynamic shear modulus,and then a suitable empirical formula was explored to estimate the maximum shear modulus. Results show that:Under the condition of same relative density(Dr),the release velocity of dynamic shear modulus will slow down with the increasing of confining pressure;However,when Dr changes from 0.5 to 0.6,the decay curves of dynamic shear modulus can match well with the same confining pressure;Based on the empirical estimate formula,relative density and standard penetration test blow count are taken into account respectively to estimate the maximum shear modulus of saturated fine sand. Compared with the testing results,it is verified that the formula can estimate the maximum shear modulus of this kind of saturated fine sand well.
The saturated fine sand with alluvial origin in Jingjiang levees was collected,and specimens were reshaped refer to the in-situ tests results. Combining with the actual consolidation ratio Kc(Kc≈1.6),the dynamic triaxial tests were conducted to research the characteristics of dynamic shear modulus,and then a suitable empirical formula was explored to estimate the maximum shear modulus. Results show that:Under the condition of same relative density(Dr),the release velocity of dynamic shear modulus will slow down with the increasing of confining pressure;However,when Dr changes from 0.5 to 0.6,the decay curves of dynamic shear modulus can match well with the same confining pressure;Based on the empirical estimate formula,relative density and standard penetration test blow count are taken into account respectively to estimate the maximum shear modulus of saturated fine sand. Compared with the testing results,it is verified that the formula can estimate the maximum shear modulus of this kind of saturated fine sand well.
引文
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[2]ROLLINS K,EVANS M D,DIEHL N B,et al.Shear modulus and damping relationships for gravels[J].Journal of Geotechnical and Geoenvironmental Engineering,ASCE,1998,124(5):396–405.
[3]孙仲林,党进谦,樊恒辉,等.分散性土动剪切模量影响因素的试验研究[J].岩土力学,2012,33(12):3 669–3 674.(SUN Zhonglin,DANG Jinqian,FAN Henghui,et al.Experimental research on factors influencing dynamic shear modulus of dispersive clay[J].Rock and Soil Mechanics,2012,33(12):3 669–3 674.(in Chinese))
[4]孙静,袁晓铭,孙锐.固结比对土最大动剪切模量的影响[J].世界地震工程,2010,26(增1):75–79.(SUN Jing,YUAN Xiaoming,SUN Rui.Effects of consolidation ratios of soils on maximum dynamic shear modulus[J].World Earthquake Engineering,2010,26(Supp.1):75–79.(in Chinese))
[5]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):264–268.(YUAN Xiaoming,SUN Jing.Model of maximum dynamic shear modulus of sand under anisotropic consolidation and revision of Hardins formula[J].Chinese Journal of Geotechnical Engineering,2005,27(3):264–268.(in Chinese))
[6]WICHTMANN T,TRIANTAFYLLIDIS T H.On the influence of the grain size distribution curve of quartz sand on the small strain shear modulus Gmax[J].Journal of Geotechnical and Geoenvironmental Engineering,ASCE,2009,135(10):1 404–1 418.
[7]中华人民共和国行业标准编写组.DGJ08–37―2012岩土工程勘察规范[S].上海:[s.n.],2012.(The Professional Standards Compilation Group of Peoples Republic of China.DGJ08–37―2012 Code for investigation of geotechnical engineering[S].Shanghai:[s.n.],2012.(in Chinese))
[8]SEED H B,TOKIMATSU K,HARDER L F,et al.Influence of SPT procedures in soil liquefaction resistance evaluations[J].Journal of Geotechnical Engineering,1985,111(12):1 425–1 445.
[9]王士杰,何满潮,张吉占.用归一化标准贯入N值估算砂土的相对密度[J].岩土工程学报,2005,27(6):682–685.(WANG Shijie,HE Manchao,ZHANG Jizhan.Estimation of relative density of sandy soil by normalized SPT-N blow count[J].Chinese Journal of Geotechnical Engineering,2005,27(6):682–685.(in Chinese))
[10]中华人民共和国行业标准编写组.SL237―1999土工试验规程[S].北京:中国水利水电出版社,1999.(The Professional Standards Compilation Group of Peoples Republic of China.SL237―1999 Specification of soil test[S].Beijing:China Water Power Press,1999.(in Chinese))
[11]陈国兴.岩土地震工程学[M].北京:科学出版社,2007:130–166.(CHEN Guoxing.Geotechnical earthquake engineering[M].Beijing:Science Press,2007:130–166.(in Chinese))
[12]马德翠,单红仙,周其健.黄河三角洲粉质土的动模量和阻尼比试验研究[J].工程地质学报,2005,13(5):353–360.(MA Decui,SHAN Hongxian,ZHOU Qijian.Experimental study on shear modulus and damping ratio characteristics of silty soil in the delta of Yellow river[J].Journal of Engineering Geology,2005,13(5):353–360.(in Chinese))
[13]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,2005,23(8):1 403–1 410.(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,2005,23(8):1 403–1 410.(in Chinese))
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