一种量测松散介质对应力波衰减效应的实验方法及其在珊瑚砂中的应用
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摘要
砂土等松散介质对在其中传播的应力波有非常明显的衰减作用,因此,松散介质常常作为爆炸波消波材料被广泛应用于防护工程中。为了准确地量测松散介质对应力波的衰减效应,基于并改进了传统SHPB装置,提出了一种定量研究应力波在砂土介质中衰减规律的新方法。该文方法适用于所有在冲击荷载的应变率范围内(约1～102 s-1)应变率效应不明显的松散介质。方法基于拟合的透射系数T2,通过杆中的三波(入射波、反射波和透射波)计算得到试件两端真实的峰值应力,还可以计算试件的弹性波速、峰值应力速度、试件端部应力波的前沿升时等关键参数,简单实用,可操作性强。采用提出的方法,对干燥珊瑚砂进行了应力波衰减实验,得出了应力波荷载峰值随传播距离的衰减规律。经对比实验与参数讨论发现,拟合透射系数引起的结果误差不超过2.83%,具有很好的可靠性与实用性。
Stress waves exhibit excellent attenuation characteristics when propagating in loose porous media,which is commonly used for wave mitigation in protection engineering.In order to accurately measure the stress wave attenuation effect of loose porous media,a new method to quantitatively study the attenuation of one-dimensional strain waves in loose porous media by an improving SHPB device was presented.The proposed method is suitable for loose porous media that is independent of or insensitive to strain rate within the range of strain rate of impact load(about 1-102 s-1).Based on the fitting transmission coefficient T2,the true peak stress at both ends of the specimen could be calculated by three waves(incident wave,reflected wave and transmitted wave) in the bars.Other key parameters,such as the elastic wave velocity,the peak stress velocity and the rise time of the stress wave at both end of the specimen,can also be tested by the method.By using the new testing method,the stress wave attenuation in dry coral sand was tested.Parametric analysis shows that the error of the fitting transmission coefficient of T2 was less than 2.83%,indicating satisfactory reliability and practicability of the proposed method.
Stress waves exhibit excellent attenuation characteristics when propagating in loose porous media,which is commonly used for wave mitigation in protection engineering.In order to accurately measure the stress wave attenuation effect of loose porous media,a new method to quantitatively study the attenuation of one-dimensional strain waves in loose porous media by an improving SHPB device was presented.The proposed method is suitable for loose porous media that is independent of or insensitive to strain rate within the range of strain rate of impact load(about 1-102 s-1).Based on the fitting transmission coefficient T2,the true peak stress at both ends of the specimen could be calculated by three waves(incident wave,reflected wave and transmitted wave) in the bars.Other key parameters,such as the elastic wave velocity,the peak stress velocity and the rise time of the stress wave at both end of the specimen,can also be tested by the method.By using the new testing method,the stress wave attenuation in dry coral sand was tested.Parametric analysis shows that the error of the fitting transmission coefficient of T2 was less than 2.83%,indicating satisfactory reliability and practicability of the proposed method.
引文
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[25]Song B,Chen W,Luk V.Impact compressive response of dry sand[J].Mechanics of Materials,2009,41(6):777-785.
[26]王礼立.应力波基础[M].北京:国防工业出版社,1985:45-47.Wang Lili.Foundation of stress waves[M].Beijing:National Defense Industry Press,1985:45-47.(in Chinese)
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[28]Bragov A M,Lomunov A K,Sergeichev I V,et al.Determination of physicomechanical properties of soft soils from medium to high strain rates[J].International Journal of Impact Engineering,2008,35(9):967-976.
[29]Ravi-Chandar K,Ma Z.Inelastic deformation in polymers under multiaxial compression[J].Mechanics of Time-Dependent Materials,2000,4(4):333-357
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[32]Omidvar M,Iskander M,Bless S.Stress-strain behavior of sand at high strain rates[J].International Journal of Impact Engineering,2012,49(49):192-213.
[33]Whitman R V,Miller E T,Moore P J.Yielding and locking of confined sand[J].Journal of the Soil Mechanics and Foundations Division,1964,90(90):57-84.
[34]Akers S A.Uniaxial strain response of Enewetak Beach sand[M].Vicksburg:US Army Engineer Waterways Experiment Station,1986:85.
[2]Li J C,Ma G W.Experimental study of stress wave propagation across a filled rock joint[J].International Journal of Rock Mechanics&Mining Sciences,2009,46(3):471-478.
[3]Luo H,Cooper W L,Lu H.Effect of moisture on the compressive behavior of dense eglin sand under confinement at high strain rates[J].International Journal of Impact Engineering,2014,65(65):40-55.
[4]Hampton D,Wetzel R A.Stress wave propagation in confined soils[R].Chicago:IIT Research Institute Technology Center,1966:3.
[5]Akai K,Hori M,Ando N,et al.Shock tube study on stress wave propagation in confined soils[C]//Proceedings of the Japan Society of Civil Engineers.Japan Society of Civil Engineers,1972(200):127-141.
[6]Seaman L.One-dimensional stress wave propagation in soils[R].Washington:Defence Atomic Support Agency,1966:3.
[7]Akai K,Tokuda M,Kiuchi T.Experimental study on the propagation of stress wave in cohesive soils[C]//Proceedings of the Japan Society of Civil Engineers.Japan Society of Civil Engineers,1969(161):59-67.
[8]Hopkinson B.A method of measuring the pressure produced in the detonation of high explosives or by the impact of bullets[J].Philosophical Transactions of the Royal Society of London,1914,213(612):437-456.
[9]Kolsky H.An investigation of the mechanical properties of materials at very high rates of loading[J].Proceedings of the Physical Society.Section B,1949,62(11):676.
[10]Chen W W,Song B.Split Hopkinson(Kolsky)bar:Design,testing and applications[M].New York:Springer Science&Business Media,2010:1-3.
[11]Zhao H,Gary G.On the use of SHPB techniques to determine the dynamic behavior of materials in the range of small strains[J].International Journal of Solids and structures,1996,33(23):3363-3375.
[12]田杰,胡时胜.G50钢动态力学性能的实验研究[J].工程力学,2006,23(6):107-109.Tian Jie,Hu Shisheng.Research of dynamic mechanical behaviors of G50 steel[J].Engineering Mechanics,2006,23(6):107-109.(in Chinese)
[13]Grote D L,Park S W,Zhou M.Dynamic behavior of concrete at high strain rates and pressures:I.Experimental characterization[J].International Journal of Impact Engineering,2001,25(9):869-886.
[14]方秦,洪建,张锦华,等.混凝土类材料SHPB实验若干问题探讨[J].工程力学,2014,31(5):1-14.Fang Qin,Hong Jian,Zhang Jinhua,et al.Issues of SHPB test on concrete-like material[J].Engineering Mechanics,2014,31(5):1-14.(in Chinese)
[15]夏昌敬,谢和平,鞠杨,等.冲击载荷下孔隙岩石能量耗散的实验研究[J].工程力学,2006,23(9):1-5.Xia Changjing,Xie heping,Ju yang,et al.Experimental study of energy dissipation of porous rock under impact loading[J].Engineering Mechanics,2006,23(9):1-5.(in Chinese)
[16]Chen W,Ravichandran G.Dynamic compressive failure of a glass ceramic under lateral confinement[J].Journal of the Mechanics and Physics of Solids,1997,45(8):1303-1328.
[17]Yu J L,Li J R,Hu S S.Strain-rate effect and micro-structural optimization of cellular metals[J].Mechanics of Materials,2006,38(1):160-170.
[18]Luo Y,LüL,Sun B,et al.Transverse impact behavior and energy absorption of three-dimensional orthogonal hybrid woven composites[J].Composite Structures,2007,81(2):202-209
[19]Song B,Chen W,Ge Y,et al.Dynamic and quasi-static compressive response of porcine muscle[J].Journal of Biomechanics,2007,40(13):2999-3005.
[20]Ross C A,Nash P T,Friesenhahn G J.Pressure waves in soils using a split-Hopkinson pressure bar[R].San Antonio:Southwest Research Institute,1986:42-49..
[21]赵凯.分层防护层对爆炸波的衰减和弥散作用研究[D].合肥:中国科学技术大学,2007.Zhao Kai.The attenuation and dispersion effects on explosive wave of layered protective engineering[D].Hefei:University of Science and Technology of China,2007.(in Chinese)
[22]Bragov A M,Lomunov A K,Sergeichev I V,et al.Determination of physicomechanical properties of soft soils from medium to high strain rates[J].International Journal of Impact Engineering,2008,35(9):967-976.
[23]Felice C W,Brown J A,Gaffney E S,et al.Investigation into the high strain-rate behavior of compacted sand using the split-Hopkinson pressure bar technique[R].Los Alamos:Los Alamos National Laboratory,1985:6-7.
[24]郑文,徐松林,胡时胜.侧限压缩下干燥砂的动态力学性能[J].爆炸与冲击,2011,31(6):619-623.Zheng Wen,Xu Sonnglin,Hu Shisheng.Dynamic mechanical properties of dry sand under confined compression[J].Explosion and Shock Waves,2011,31(6):619-623.(in Chinese)
[25]Song B,Chen W,Luk V.Impact compressive response of dry sand[J].Mechanics of Materials,2009,41(6):777-785.
[26]王礼立.应力波基础[M].北京:国防工业出版社,1985:45-47.Wang Lili.Foundation of stress waves[M].Beijing:National Defense Industry Press,1985:45-47.(in Chinese)
[27]Kondner R L.Hyperbolic stress-strain response:Cohesive soils[J].Journal of the Soil Mechanics and Foundations Division,1963,89(1):115-144.
[28]Bragov A M,Lomunov A K,Sergeichev I V,et al.Determination of physicomechanical properties of soft soils from medium to high strain rates[J].International Journal of Impact Engineering,2008,35(9):967-976.
[29]Ravi-Chandar K,Ma Z.Inelastic deformation in polymers under multiaxial compression[J].Mechanics of Time-Dependent Materials,2000,4(4):333-357
[30]鲁晓兵,谈庆明,俞善炳,等.饱和砂土在往复荷载作用下有侧限的本构关系实验研究[J].岩石力学与工程学报,2001,20(6):859-863.Lu Xiaobing,Tan Qingming,Yu Shanbing,et al.Experimental study on constitutive relation of laterally constrained saturated sand under cyclic compressive loading[J].Chinese Journal of Rock Mechanics and Engineering,2001,20(6):859-863.(in Chinese)
[31]User guide for Origin 8.1[M].Northampton,USA:OriginLab Corporation,2009:365.
[32]Omidvar M,Iskander M,Bless S.Stress-strain behavior of sand at high strain rates[J].International Journal of Impact Engineering,2012,49(49):192-213.
[33]Whitman R V,Miller E T,Moore P J.Yielding and locking of confined sand[J].Journal of the Soil Mechanics and Foundations Division,1964,90(90):57-84.
[34]Akers S A.Uniaxial strain response of Enewetak Beach sand[M].Vicksburg:US Army Engineer Waterways Experiment Station,1986:85.