饱和砂砾料液化后应力应变关系及参数确定方法
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摘要
采用中型三轴仪对饱和砂砾料试样在循环荷载作用下液化后再进行静力加载试验,系统地研究相对密度、初始有效固结压力、液化安全率和抗液化应力比等主要因素对液化后砂砾料试样静力再加载变形与强度特性的影响。提出确定液化后静载试验条件下应力-应变曲线特征物理量的确定方法,避免了模型参数确定的随意性。基于试验结果建立了能综合考虑相对密度、初始固结压力、液化安全率和抗液化应力比的饱和砂砾料液化后静力再加载应力-应变发展过程的模型,并通过试验对模型进行了验证。
Using a intermediate-scale dynamic triaxial apparatus(specimen size 200×510) ,laboratory tests on the post-liquefaction sand-gravel composites were performed to investigate the effects of the relative density,initial consolidation pressure,liquefaction safety and cyclic stress ratio. The results show that the reloading behavior of the liquefied sand-gravel specimens is distinctly different from those without dynamic loading. The reloading stress-strain curve is approximately composed of three parts,the stiffness-recovering part,the stiffness-stabilizing part and the plastic flow part. A method is given to determine the characteristic parameter values,which avoids the uncertainty of the method by Yasuda and assures the accuracy of the parameter analysis. A tri-linear static stress-strain model of liquefied sand-gravel composites is established,in which the initial consolidation pressure,liquefaction safety and cyclic stress ratio can be considered synthetically.
Using a intermediate-scale dynamic triaxial apparatus(specimen size 200×510) ,laboratory tests on the post-liquefaction sand-gravel composites were performed to investigate the effects of the relative density,initial consolidation pressure,liquefaction safety and cyclic stress ratio. The results show that the reloading behavior of the liquefied sand-gravel specimens is distinctly different from those without dynamic loading. The reloading stress-strain curve is approximately composed of three parts,the stiffness-recovering part,the stiffness-stabilizing part and the plastic flow part. A method is given to determine the characteristic parameter values,which avoids the uncertainty of the method by Yasuda and assures the accuracy of the parameter analysis. A tri-linear static stress-strain model of liquefied sand-gravel composites is established,in which the initial consolidation pressure,liquefaction safety and cyclic stress ratio can be considered synthetically.
引文
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[11]张建民,王刚.砂土液化后大变形的机理[J].岩土工程学报,2006,28(7):835-840(Zhang Jianmin,Wang Gang.Mechanism of large post-liquefaction deformation in saturated sand[J].Chinese Journal of Geotechnical Engineering,2006,28(7):835-840(in Chinese))
[12]徐斌,孔宪京,邹德高,等.饱和砂砾料液化后应力与变形特性试验研究[J].岩土工程学报,2007,29(1):103-106(Xu Bin,Kong Xianjing,Zou Degao,et al.Laboratory study on behavior of static properties of saturated sand-gravel after liquefaction[J].Chinese Journal of Geotechnical Engineering,2007,29(1):103-106(in Chinese))
[13]徐斌,孔宪京,邹德高,等.饱和砂砾料的振动孔压与轴向应变发展模式试验研究[J].岩土力学,2006,27(6):925-928(Xu Bin,Kong Xianjing,Zou Degao,et al.Study of dynamic pore water pressure and axial strain in saturated sand-gravel composites[J].Rock and Soil Mechanics,2006,27(6):925-928(in Chinese))
[14]孔宪京,张涛,邹德高,等.中型动三轴仪的研制及微小应变测试技术的应用[J].大连理工大学学报,2005,45(1):79-84(Kong Xianjing,Zhang Tao,Zou Degao,et al.Design of medium scale dynamic triaxial test apparatus and its application at small strains[J].Journal of Dalian University of Technology,2005,45(1):79-84(in Chinese))
[2]Bartlett S F,Youd T L.Empirical prediction of liquefaction induced lateral spread[J].J.of Geotech.Engrg.,ASCE,1995,121(4):316-329
[3]Dobry R,Taboada V,Liu L.Centrifuge modeling of liquefaction effects during earthquakes[C]∥1st Int.Conf.Earthq.Geotech.Engrg..Tokyo:Balkema,1995:1291-1324
[4]Towhata I,Sasaki Y,Tokida K,et al.Prediction of permanent displacement of liquefaction ground by means of minimun energy principle[J].Soils and Foundations,1992,32(3):97-116
[5]Yasuda S,Yoshida N,Masuda T,et al.Stress-strain relationships of liquefied sands[C]∥Earthquake Geotechnical Engineering.Rotterdam:Balkema,1995:811-816
[6]Yasuda S,Yoshida N,Kiku H,et al.Asimplified method to evaluate liquefaction-induced deformation[C]∥Earthquake Geotechnical Engineering.Rotterdam:Balkema,1999:555-560
[7]孔宪京,邹德高.基于液化后变形分析方法的地下管线上浮反应研究[J].岩土工程学报,2007,29(8):1199-1204(Kong Xianjing,Zou Degao.Study on uplift behavior of pipelines based on post-liquefaction deformation method[J].Chinese Journal of Geotechnical Engineering,2007,29(8):1199-1204(in Chinese))
[8]刘汉龙,周云东,高玉峰.砂土地震液化后大变形特性试验研究[J].岩土工程学报,2002,24(2):142-146(Liu Hanlong,Zhou Yundong,Gao Yufeng.Study on the behavior of large ground displacement of sand due to seismic liquefaction[J].Chinese Journal of Geotechnical Engineering,2002,24(2):142-146(in Chinese))
[9]张建民.地震液化后地基大变形的实用预测方法[C]∥第八届土力学及岩土工程学术会议论文集.北京:万国学术出版社,1999:573-577
[10]张建民,王刚.评价饱和砂土液化过程中小应变到大应变的本构模型[J].岩土工程学报,2004,26(4):546-552(Zhang Jianmin,Wang Gang.Aconstitutive model for evaluating small to large cyclic strains of saturated sand during liquefaction process[J].Chinese Journal of Geotechnical Engineering,2004,26(4):546?552(in Chinese))
[11]张建民,王刚.砂土液化后大变形的机理[J].岩土工程学报,2006,28(7):835-840(Zhang Jianmin,Wang Gang.Mechanism of large post-liquefaction deformation in saturated sand[J].Chinese Journal of Geotechnical Engineering,2006,28(7):835-840(in Chinese))
[12]徐斌,孔宪京,邹德高,等.饱和砂砾料液化后应力与变形特性试验研究[J].岩土工程学报,2007,29(1):103-106(Xu Bin,Kong Xianjing,Zou Degao,et al.Laboratory study on behavior of static properties of saturated sand-gravel after liquefaction[J].Chinese Journal of Geotechnical Engineering,2007,29(1):103-106(in Chinese))
[13]徐斌,孔宪京,邹德高,等.饱和砂砾料的振动孔压与轴向应变发展模式试验研究[J].岩土力学,2006,27(6):925-928(Xu Bin,Kong Xianjing,Zou Degao,et al.Study of dynamic pore water pressure and axial strain in saturated sand-gravel composites[J].Rock and Soil Mechanics,2006,27(6):925-928(in Chinese))
[14]孔宪京,张涛,邹德高,等.中型动三轴仪的研制及微小应变测试技术的应用[J].大连理工大学学报,2005,45(1):79-84(Kong Xianjing,Zhang Tao,Zou Degao,et al.Design of medium scale dynamic triaxial test apparatus and its application at small strains[J].Journal of Dalian University of Technology,2005,45(1):79-84(in Chinese))
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