局部排水条件下南京细砂振动孔压的波动特性
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摘要
饱和砂土中振动孔压波动特性的研究是建立瞬态孔隙水压力模型的基础。为了研究振动孔压的波动特性,对细粒含量为0%,5.0%,13.5%的饱和南京细砂试样,分别施加频率为0.5,1.0,5.0 Hz的正弦波荷载,进行了局部排水条件下的应力控制循环三轴试验。定量分析试验得到:①当正弦波荷载频率为0.5 Hz,渗透系数为1.35×10-3 cm/s(细粒含量0%)时,振动孔压的波动反应超前轴向应变反应的相位角接近于90°,而与轴向应变率反应同步。②随着正弦波荷载频率的增大或渗透系数的减小,振动孔压的波动反应超前轴向应变反应的相位角逐渐减小,滞后于轴向应变率反应的相位角逐渐增大。基于饱和固液两相介质理论,建立了适用于任意排水边界条件的振动孔压方程。该方程不仅能解释不排水条件下振动孔压波动反应与轴向应变反应同步的现象,也能解释局部排水条件下振动孔压波动反应超前轴向应变的现象。
The fluctuating characteristics of excess pore water pressure(EPWP) are the basics to establish the transient EPWP model.A series of stress-controlled cyclic triaxial tests are carried out for saturated Nanjing fine sand with various fine contents of samples and loading frequencies.The loading frequencies are 0.5 Hz,1.0 Hz and 5.0 Hz,and the fine content of samples are 0%,5.0% and 13.5%.Based on quantitative analysis of the test results,it is found that:(1) When the cyclic load of 0.5 Hz frequency is applied on the samples with fine particles of 0% and permeability of 1.35×10-3 cm/s,the leading-phase angle between EPWP’s response and axial strain’s response is approaching 90 degrees,and the EPWP’s response is simultaneous with the axial strain-rate’s response;(2) With the increase of loading frequency or the decrease of permeability of samples,the leading-phase angle between EPWP’s response and axial strain’s response decreases,and that between EPWP and axial strain-rate increases.Based on the theory of saturated porous media,an EPWP equation for any drainage bound condition is established.The proposed equation can explain the phenomena of the EPWP’s response being simultaneous with the axial strain’s response in undrained condition,and also that of EPWP’s response leading axial strain’s response under partially drained conditions.
The fluctuating characteristics of excess pore water pressure(EPWP) are the basics to establish the transient EPWP model.A series of stress-controlled cyclic triaxial tests are carried out for saturated Nanjing fine sand with various fine contents of samples and loading frequencies.The loading frequencies are 0.5 Hz,1.0 Hz and 5.0 Hz,and the fine content of samples are 0%,5.0% and 13.5%.Based on quantitative analysis of the test results,it is found that:(1) When the cyclic load of 0.5 Hz frequency is applied on the samples with fine particles of 0% and permeability of 1.35×10-3 cm/s,the leading-phase angle between EPWP’s response and axial strain’s response is approaching 90 degrees,and the EPWP’s response is simultaneous with the axial strain-rate’s response;(2) With the increase of loading frequency or the decrease of permeability of samples,the leading-phase angle between EPWP’s response and axial strain’s response decreases,and that between EPWP and axial strain-rate increases.Based on the theory of saturated porous media,an EPWP equation for any drainage bound condition is established.The proposed equation can explain the phenomena of the EPWP’s response being simultaneous with the axial strain’s response in undrained condition,and also that of EPWP’s response leading axial strain’s response under partially drained conditions.
引文
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[12]陈国兴,朱定华,何启智.DSZ-1型动三轴试验机研制与性能试验[J].地震工程与工程振动,2002,22(6):71–74.(CHEN Guo-xing,ZHU Ding-hua,HE Qi-zhi.Development and test of DSZ-1 cyclic triaxial testing system[J].Earthquake Engineering and Engineering Vibaration,2002,22(6):71–74.(in Chinese))
[13]ISHIHARA K.Soil behavior in earthquake geotechnics[M].Oxford:Clarendon Press,1996.
[14]李广信.高等土力学[M].北京:清华大学出版社,2004.(LI Guang-xin.Advanced soil mechanics[M].Beijing:Tsinghua University Press,2004.(in Chinese))
[15]陈龙珠.饱和土中弹性波的传播速度及其应用[D].杭州:浙江大学,1987.(CHEN Long-zhu.Propagation velocities of elastic waves in saturated soils and applications[D].Hangzhou:Zhejiang University,1987.(in Chinese))
[16]陈少林,廖振鹏.关于两相介质动力学问题建模的注记[J].地震工程与工程振动,2002,22(4):1–8.(CHEN Shao-lin,LIAO Zhen-peng.Study on mechanic models of two-phase media[J].Earthquake Engineering and Engineering Vibaration,2002,22(4):1–8.(in Chinese))
[17]邵惠民.数学物理方法[M].北京:科学出版社,2004.(SHAO Hui-min.Method of mathematical physics[M].Beijing:Science Press,2004.(in Chinese))
[18]WHITE F M.Fluid mechanics[M].5th ed.McGraw-Hill Education(Asia)Co and Tsinghua University Press,2004.
[2]FINN W D L,BHATIA S K.Predictions of seismic pore water pressure[C].Stockholm,1982.
[3]ISHIHARA K,ANAZAWA Y,KUWANO J.Pore water pressures and ground motions monitored during the 1985 Chiba-Ibaragi earthquake[J].Soils and Foundations,1987,27(3):13–30.
[4]谢定义,张建民.饱和砂土瞬态动力学特性和机理分析[M].西安:陕西科学技术出版社,1995.(XIE Ding-yi,ZHANG Jian-min.Transient dynamics characteristics and mechanism analysis of saturated sand[M].Xi’an:Shaanxi Publishing House of Science&Technology,1995.(in Chinese))
[5]JURKO J,SASSA K,FUKUOKA H.Study on seismic behavior of nonplastic silt by means of ring-shear apparatus[J].Landslides,2008,5(2):189–201.
[6]张茹,何昌荣,费文平,等.固结应力比对土样动强度和动孔压发展规律的影响[J].岩土工程学报,2006,28(1):101–105.(ZHANG Ru,HE Chang-rong,FEI Wen-ping,et al.Effect of consolidation stress ratio on dynamic strength and dynamic pore water pressure of soil[J].Chinese Journal of Geotechnical Engineering,2006,28(1):101–105.(in Chinese))
[7]DERAKHSHANDI M,RATHJE E M,HAZIRBABA K,et al.The effect of plastic fines on the pore pressure generation characteristics of saturated sands[J].Soil Dynamics and Earthquake Engineering,2008,28(5):376–386.
[8]陈国兴,刘雪珠.南京粉质黏土与粉砂互层土及粉细砂的振动孔压发展规律研究[J].岩土工程学报,2004,26(1):79–82.(CHEN Guo-xing,LIU Xue-zhu.Study on dynamic pore water pressure in silty clay interbedded with fine sand of Nanjing[J].Chinese Journal of Geotechnical Engineering,2004,26(1):79–82.(in Chinese))
[9]LIN C,LEE V W,TRIFUNAC M D.On the reflection of elastic waves in a poroelastic half-space saturated with non-viscous fluid[R].Los Angeles:University of Southern California,2001.
[10]刘占芳,姜乃斌,李思平.饱和多孔介质一维瞬态波动问题的解析分析[J].工程力学,2006,23(7):19–24.(LIU Zhan-fang,JIANG Nai-bin,LI Si-ping.An analysis on one-dimensional transient wave motion in saturated porous media[J].Engineering Mechanics,2006,23(7):19–24.(in Chinese))
[11]崔杰.含水土层中的波传播及土壤化[D].哈尔滨:中国地震局工程力学研究所,2002.(CUI Jie.The wave propagation in saturated soil layer and sand liquefaction[D].Harbin:Institute of Engineering Mechanics,China Seismological Bureau,2002.(in Chinese))
[12]陈国兴,朱定华,何启智.DSZ-1型动三轴试验机研制与性能试验[J].地震工程与工程振动,2002,22(6):71–74.(CHEN Guo-xing,ZHU Ding-hua,HE Qi-zhi.Development and test of DSZ-1 cyclic triaxial testing system[J].Earthquake Engineering and Engineering Vibaration,2002,22(6):71–74.(in Chinese))
[13]ISHIHARA K.Soil behavior in earthquake geotechnics[M].Oxford:Clarendon Press,1996.
[14]李广信.高等土力学[M].北京:清华大学出版社,2004.(LI Guang-xin.Advanced soil mechanics[M].Beijing:Tsinghua University Press,2004.(in Chinese))
[15]陈龙珠.饱和土中弹性波的传播速度及其应用[D].杭州:浙江大学,1987.(CHEN Long-zhu.Propagation velocities of elastic waves in saturated soils and applications[D].Hangzhou:Zhejiang University,1987.(in Chinese))
[16]陈少林,廖振鹏.关于两相介质动力学问题建模的注记[J].地震工程与工程振动,2002,22(4):1–8.(CHEN Shao-lin,LIAO Zhen-peng.Study on mechanic models of two-phase media[J].Earthquake Engineering and Engineering Vibaration,2002,22(4):1–8.(in Chinese))
[17]邵惠民.数学物理方法[M].北京:科学出版社,2004.(SHAO Hui-min.Method of mathematical physics[M].Beijing:Science Press,2004.(in Chinese))
[18]WHITE F M.Fluid mechanics[M].5th ed.McGraw-Hill Education(Asia)Co and Tsinghua University Press,2004.
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