天水市某典型黄土边坡块石支护稳定性效果分析
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摘要
以天水地磁013台黄土边坡为研究对象,通过现场勘测、室内强度试验确定了该边坡的土质条件及其相应的土层力学性质,根据相应规范的要求提出运用块石挡土墙对此边坡进行上下分层支护。采用强度折减理论验证了边坡施加支护后的稳定性评价。结果表明,相比未加块石支护的边坡模型,采用块石支护的边坡的安全系数达到1.41,属稳定状态;同时块石支护可以有效地减小土体的水平方向位移,并约束土体总位移向临空面滑动。
In this study,field and laboratory tests are used to obtain the soil conditions and mechanical properties of a 013 loess slope in Tianshui.This study introduces a hierarchical support scheme using a block stone retaining wall,and the stability of the slope is verified on the basis of the strength reduction method.Moreover,the safety factor and the equivalent plastic strain law of this slope is determined before and after application of the support using ABAQUS software in which the yield criteria of the corner point circumcircle of the Drucker-Prager(D-P)criterion is adopted.The horizontal displacement law of the slope before and after the support is also obtained using ABAQUS.The results show that using the finite element strength reduction method,the safety factor of the slope without support is 0.59;in ciontrast,the safety factor of the slope in block stone retaining wall is 1.41.Therefore,the stability state of the slope is reached.Moreover,on the basis of the finite element strength reduction method,the equivalent plastic strain zone of the slope without the stone retaining wall is located at the foot of the slope,and the failure form of the slope is local soil failure with a maximum plastic strain of 0.023.Therefore,no sliding surface is present in the slope.By comparison,an equivalent plastic strain zone occurred under the slope supported by the rock block,and the failure form of the slope is also local soil failure.In addition,the maximum plastic strain is 0.02.With further reduction of the soil strength,the upper soft soil will develop a sliding surface through the slope in the stone retaining wall.At the same time,the stone retaining wall will decrease the horizontal displacement of the soil,which can prevent the total displacement from sliding to a free surface.
In this study,field and laboratory tests are used to obtain the soil conditions and mechanical properties of a 013 loess slope in Tianshui.This study introduces a hierarchical support scheme using a block stone retaining wall,and the stability of the slope is verified on the basis of the strength reduction method.Moreover,the safety factor and the equivalent plastic strain law of this slope is determined before and after application of the support using ABAQUS software in which the yield criteria of the corner point circumcircle of the Drucker-Prager(D-P)criterion is adopted.The horizontal displacement law of the slope before and after the support is also obtained using ABAQUS.The results show that using the finite element strength reduction method,the safety factor of the slope without support is 0.59;in ciontrast,the safety factor of the slope in block stone retaining wall is 1.41.Therefore,the stability state of the slope is reached.Moreover,on the basis of the finite element strength reduction method,the equivalent plastic strain zone of the slope without the stone retaining wall is located at the foot of the slope,and the failure form of the slope is local soil failure with a maximum plastic strain of 0.023.Therefore,no sliding surface is present in the slope.By comparison,an equivalent plastic strain zone occurred under the slope supported by the rock block,and the failure form of the slope is also local soil failure.In addition,the maximum plastic strain is 0.02.With further reduction of the soil strength,the upper soft soil will develop a sliding surface through the slope in the stone retaining wall.At the same time,the stone retaining wall will decrease the horizontal displacement of the soil,which can prevent the total displacement from sliding to a free surface.
引文
[1]陈祖煜.土质滑坡稳定分析——原理方法程序[M].北京:中国水利水电出版社,2003:533-560.CHENG Zu-yu.Soil Slope Stability Analysis——Theory,Methods and Programs[M].Beijing:China WaterPower Press,2003:533-560.(in Chinese)
[2]ZienkieWicz O C,Humpeson C,Lewis R W.Associated and Non-associated Visco-plasticity in Soil Mechanics[J].Geotechnique,1975,25(4):671-689.
[3]赵尚毅,郑颖人,时卫民,等.用有限元强度折减法求边坡稳定性安全系数[J].岩土工程学报,2002,24(3):344-346.ZHAO Shang-yi,ZHENG Yin-ren,SHI Wei-min,et al.Analysis on Safety Factor of Slope by Strength Reduction FEM[J].Chinese Journal of Geotechnical Engineering,2002,24(3):344-346.(in Chinese)
[4]杜永峰,余钰.重力式挡土墙结构体系可靠度的Monte Carlo模拟[J].西北地震学报,2012,34(1):29-32.DU Yong-feng,YU Yu.Monte Carlo Simulation of System Reliability of Gravity Retaining wall[J].Northwestern Seismological Journal,2012,34(1):29-32.(in Chinese)
[5]刘小丰,高红山,刘洪春,等.河流阶地研究进展评述[J].西北地震学报,2011,33(2):195-199.LIU Xiao-feng,GAO Hong-shan,LIU Hong-chun,et al.Review on Research Progress of River Terrace[J].Northwestern Seismological Journal,2011,33(1):195-199.(in Chinese)
[6]邓津,王兰民,张振中,等.我国黄土的微结构类型与震陷区域划分[J].地震工程学报,35(3):665-670.DENG Jin,WANG Lan-min,ZHANG Zhen-zhong,et al.The China Loess Microstructure Types and Its Seismic Subsidence Zones Divided[J].Earthquake Engineering Journal,35(3):665-670.(in Chinese)
[7]邓楚雄,何国杰,郑颖人.基于M-C准则的D-P系列准则在岩土工程中的应用研究[J].岩土工程学报,2006,28(6):735-739.DENG Chu-xiong,HE Guo-jie,ZHENG Yin-ren.Studies on Drucker-prager Yield Criterions Based on M-C Yield Criterionand Application in Geotechnical Engineering[J].Chinese Journal of Geotechnical Engineering,2006,28(6):735-739.(in Chinese)
[8]张学岩,闫彭旺.岩土塑性力学基础[M].天津:天津大学出版社,2006:78-83.ZHANG Xue-yan,YAN Peng-wang.Fundamentals of Geotechnics Plasticity[M].Tianjin:Tianjin University Press,2006:78-83.(in Chinese)
[9]时卫民,郑颖人.摩尔-库伦屈服准则的等效变换及其在边坡分析中的应用[J].岩土工程技术,2003(3):155-159.SHI Wei-min,ZHENG Yin-ren.Equivalent Transformation of Mohr-Coulomb Criterion and Its Application in Slope Stability Analysis[J].Geotechnical Engineering Technique,2003(3):155-159.(in Chinese)
[10]吕庆,孙红月,尚岳全.强度折减有限元法中边坡失稳判据的研究[J].浙江大学学报:工学版,2008,42(1):83-87.LU Qing,SUN Hong-yue,SHANG Yue-quan.Slope Failure Criteria of Shear Strength Reduction Finite Element Method[J].Journal of Zhejiang University:Engineering Science,2008,42(1):83-87.(in Chinese)
[2]ZienkieWicz O C,Humpeson C,Lewis R W.Associated and Non-associated Visco-plasticity in Soil Mechanics[J].Geotechnique,1975,25(4):671-689.
[3]赵尚毅,郑颖人,时卫民,等.用有限元强度折减法求边坡稳定性安全系数[J].岩土工程学报,2002,24(3):344-346.ZHAO Shang-yi,ZHENG Yin-ren,SHI Wei-min,et al.Analysis on Safety Factor of Slope by Strength Reduction FEM[J].Chinese Journal of Geotechnical Engineering,2002,24(3):344-346.(in Chinese)
[4]杜永峰,余钰.重力式挡土墙结构体系可靠度的Monte Carlo模拟[J].西北地震学报,2012,34(1):29-32.DU Yong-feng,YU Yu.Monte Carlo Simulation of System Reliability of Gravity Retaining wall[J].Northwestern Seismological Journal,2012,34(1):29-32.(in Chinese)
[5]刘小丰,高红山,刘洪春,等.河流阶地研究进展评述[J].西北地震学报,2011,33(2):195-199.LIU Xiao-feng,GAO Hong-shan,LIU Hong-chun,et al.Review on Research Progress of River Terrace[J].Northwestern Seismological Journal,2011,33(1):195-199.(in Chinese)
[6]邓津,王兰民,张振中,等.我国黄土的微结构类型与震陷区域划分[J].地震工程学报,35(3):665-670.DENG Jin,WANG Lan-min,ZHANG Zhen-zhong,et al.The China Loess Microstructure Types and Its Seismic Subsidence Zones Divided[J].Earthquake Engineering Journal,35(3):665-670.(in Chinese)
[7]邓楚雄,何国杰,郑颖人.基于M-C准则的D-P系列准则在岩土工程中的应用研究[J].岩土工程学报,2006,28(6):735-739.DENG Chu-xiong,HE Guo-jie,ZHENG Yin-ren.Studies on Drucker-prager Yield Criterions Based on M-C Yield Criterionand Application in Geotechnical Engineering[J].Chinese Journal of Geotechnical Engineering,2006,28(6):735-739.(in Chinese)
[8]张学岩,闫彭旺.岩土塑性力学基础[M].天津:天津大学出版社,2006:78-83.ZHANG Xue-yan,YAN Peng-wang.Fundamentals of Geotechnics Plasticity[M].Tianjin:Tianjin University Press,2006:78-83.(in Chinese)
[9]时卫民,郑颖人.摩尔-库伦屈服准则的等效变换及其在边坡分析中的应用[J].岩土工程技术,2003(3):155-159.SHI Wei-min,ZHENG Yin-ren.Equivalent Transformation of Mohr-Coulomb Criterion and Its Application in Slope Stability Analysis[J].Geotechnical Engineering Technique,2003(3):155-159.(in Chinese)
[10]吕庆,孙红月,尚岳全.强度折减有限元法中边坡失稳判据的研究[J].浙江大学学报:工学版,2008,42(1):83-87.LU Qing,SUN Hong-yue,SHANG Yue-quan.Slope Failure Criteria of Shear Strength Reduction Finite Element Method[J].Journal of Zhejiang University:Engineering Science,2008,42(1):83-87.(in Chinese)
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