基于滑移线场理论的地震作用下土质边坡稳定性分析
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摘要
在土质边坡稳定性分析中,滑裂面的确定至关重要,而当前普遍采用的圆弧滑动面法会产生较大误差。采用滑移线场理论确定滑裂面,并结合动力有限单元法,提出了一种地震作用下土质边坡稳定性的分析方法。首先求出地震作用下土坡的应力场,运用滑移线场法搜索得到不同时刻土坡的临界滑移线,然后再根据临界滑移线上的应力分布求出对应于该滑移线的安全系数,以最小平均安全系数作为评价指标,实现地震作用下土质边坡的稳定性分析,最后结合工程实例,求得不同时刻的土坡临界滑移线及其对应的安全系数,并对该土坡的动力抗震稳定性进行了评价。分析表明:安全系数小于1.2的滑移线共同构成了地震作用下土坡的剪切带,与土坡的塑性区吻合,验证了文中分析方法的合理性。
It is important to locate the slip surface in stability analysis of soil slope.The current method,circular slip surface method,results in a major error in the simulation analysis.In this paper,a method for seismic stability analysis of soil slope is proposed based on the theory of slip line field and dynamic finite element.Firstly,the stress field of soil slope is determined under seismic loading.Then,the method of slip line field is used to search the critical slip line under different conditions,and safety factor for every slip line is achieved.Finally,the seismic stability analysis of soil slope is quantified by the minimum mean safety factor.The proposed procedure is used to determine the critical slip lines and safety factors of an example slope at different moments.Seismic stability of the soil slope is evaluated by using the minimum mean safety factor.The study indicates that the shear band is composed of the slip lines with safety factors below 1.2.The shear band is consistent with the plastic zone of soil slope.
It is important to locate the slip surface in stability analysis of soil slope.The current method,circular slip surface method,results in a major error in the simulation analysis.In this paper,a method for seismic stability analysis of soil slope is proposed based on the theory of slip line field and dynamic finite element.Firstly,the stress field of soil slope is determined under seismic loading.Then,the method of slip line field is used to search the critical slip line under different conditions,and safety factor for every slip line is achieved.Finally,the seismic stability analysis of soil slope is quantified by the minimum mean safety factor.The proposed procedure is used to determine the critical slip lines and safety factors of an example slope at different moments.Seismic stability of the soil slope is evaluated by using the minimum mean safety factor.The study indicates that the shear band is composed of the slip lines with safety factors below 1.2.The shear band is consistent with the plastic zone of soil slope.
引文
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[3]TSUCHIDA T,ATHAPATHTHU,AMRG.Practical slip circle method of slices for calculation of bearing capacity factors[J].Soils and Foundations,2014,55(2):484-485.
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[13]俞茂宏,杨松岩,刘春阳.统一平面应变滑移线场理论[J].土木工程学报,1997,2:14-26+41.YU Mao-hong,YANG Song-yan,LIU Chun-yang,et al.Unified plane strain theory of slip line field[J].China Civil Engineering Journal,1997,2:14-26+41.
[14]ISHIHARA K,KABILAMANY H.Stress dilatancy and hardening laws for rigid granular model of sand[J].Soil Dynamics and Earthquake Engineering,1990,28(9):66-77.
[15]DAVIS E H.Theories of plasticity and the failure of soil masses[C].Soil Mechanics,1968:341-380.
[16]刘汉龙,费康,高玉峰.边坡地震稳定性时程分析方法[J].岩土力学,2003,4:553-556+560.LIU Han-long,FEI Kang,GAO Yu-feng.Time history analysis method of slope seismic stability[J].Rock and Soil Mechanics,2003,4:553-556+560.
[17]重庆市建设委员会.GB50330-2002建筑边坡工程技术规范[S].北京:中国建筑工业出版社,2002.The chongqing municipal construction commission.GB50330-2002 construction Side slope Engineering technology Standard[S].Beijing:China building Industry Press,2002.
[2]MACLEOD A R,SIMPSON AHRW,PANKAJ P.Reasons why dynamic compression plates are inferior to locking plates in osteoporotic bone:a finite element explanation[J].Computer Methods in Biomechanics and Biomedical Engineering.2014,18(16):1818-1825.
[3]TSUCHIDA T,ATHAPATHTHU,AMRG.Practical slip circle method of slices for calculation of bearing capacity factors[J].Soils and Foundations,2014,55(2):484-485.
[4]邵龙潭,陈璧宏.确定边坡最危险滑裂面的广义数学规划法[J].计算数学,1989,(增刊):313-318.SHAO Long-tan,CHEN Bi-hong.General mathematics programme to determinate the slop surface in slope[J].Chinese Journal of Computational Mathematics,1989,(Supp.):313-318.
[5]张国祥,刘新华,魏伟.二维边坡滑动面及稳定性弹塑性有限元分析[J].铁道学报,2003,2:79-83.ZHANG Guo-xiang,LIU Xin-hua,WEI Wei.Analysis of elastic-plastic finite element for two dimension slope slip surface and stability[J].Journal of the China Railway Society,2003,2:79-83.
[6]朱以文,吴春秋,蔡元奇.基于滑移线场理论的边坡滑裂面确定方法[J].岩石力学与工程学报,2005,15:2609-2616.ZHU Yi-wen,WU Chun-qiu,CAI Yuan-qi.Determination of slip surface in slope based on theory of slip line field[J].Chinese Journal of Rock Mechanics and Engineering,2005,15:2609-2616.
[7]王昌业.基于滑移线法的边坡临界滑动面搜索方法研究[D].长安大学,2013.WANG Chang-ye.The research on the method about tracking the critical sliding surface of the slope with the slip line theory[D].Chang’an University,2013.
[8]王宁.基于弹塑性有限元的边坡潜在滑动面搜索与稳定系数计算研究[D].西安:长安大学,2014.WANG Ning.The research on tracking the critical sliding surface and the calculation of the factor base on the elastic-plastic finite element[D].Xi’an:Chang’an University,2014.
[9]李凯,陈国荣.基于滑移线场理论的边坡稳定性有限元分析[J].河海大学学报(自然科学版),2010,2:191-195.LI Kai,CHEN Guo-rong.Finite element analysis of slope based on slip line theory[J].Journal of Hohai University(Natural Sciences),2010,2:191-195.
[10]王元汉,李丽娟,李银平.有限元法基础与程序设计[M].广州:华南理工大学出版社,2001.WANG Yuan-han,LI Li-juan,LI Yin-ping.The basic finite element and program design[M].Guangzhou:South China University of Technology Press,2001.
[11]HUDSON M.User manual for QUAD4m:A computer program to evaluate the seismic response of soil structures using finite element procedures and incorporating a compliant base[D].Berkeley:University of California,1994.
[12]袁晓铭,孙锐,孙静.常规土类动剪切模量比和阻尼比试验研究[J].地震工程与工程振动,2000,4:133-139.YUAN Xiao-ming,SHUN Rui,SUN Jing,et al.Laboratory experimental study on dynamic shear modulu sratio and damping ratio of soils[J].Journal of Earthquake Engineering and Engineering Vibration,2000,4:133-139.
[13]俞茂宏,杨松岩,刘春阳.统一平面应变滑移线场理论[J].土木工程学报,1997,2:14-26+41.YU Mao-hong,YANG Song-yan,LIU Chun-yang,et al.Unified plane strain theory of slip line field[J].China Civil Engineering Journal,1997,2:14-26+41.
[14]ISHIHARA K,KABILAMANY H.Stress dilatancy and hardening laws for rigid granular model of sand[J].Soil Dynamics and Earthquake Engineering,1990,28(9):66-77.
[15]DAVIS E H.Theories of plasticity and the failure of soil masses[C].Soil Mechanics,1968:341-380.
[16]刘汉龙,费康,高玉峰.边坡地震稳定性时程分析方法[J].岩土力学,2003,4:553-556+560.LIU Han-long,FEI Kang,GAO Yu-feng.Time history analysis method of slope seismic stability[J].Rock and Soil Mechanics,2003,4:553-556+560.
[17]重庆市建设委员会.GB50330-2002建筑边坡工程技术规范[S].北京:中国建筑工业出版社,2002.The chongqing municipal construction commission.GB50330-2002 construction Side slope Engineering technology Standard[S].Beijing:China building Industry Press,2002.