地震载荷下岩质边坡动安全系数评价
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摘要
针对仅以地震波作用中最后时刻或加速度值最大时刻的安全系数作为评价标准的问题,通过强度折减法,借助数值计算获得了地震载荷作用下安全系数的时程曲线。对于使用有限元强度折减法的失效准则,采用三种常用判据相结合的方法来确定安全系数,通过不同模型计算结果的比较,研究了动安全系数与动载荷时程和结构面数量之间的关系。计算结果表明:含结构面的岩质边坡最小安全系数出现时刻较地震波减速度最大值时刻超前,且结构面的存在对于边坡稳定性有着重要影响。最后分析了地震载荷作用下坡高、坡度、结构面倾角对动安全系数的影响,应用极限平衡理论部分验证了数值计算结果,所得安全系数时程曲线可为岩质边坡在地震载荷下的稳定性判断提供参考。
To solve the problem of taking the safety coefficient at the last moment or the greatest acceleration moment as the evaluation criterion under seismic wave loading solely,the time-history curve of safety coefficient by using numerical calculation involved with strength reduction approach is obtained.For the selection of failure criterion when using the finite element strength reduction approach,three general slope stability judgment approaches are combined together to judge the failure of slope.Through comparing the results of various FEM models,the relationship between the safety coefficient and the time-history of seismic loading,as well as the relationship between the numbers of the structural surfaces are studied.The results obtained indicate that the minimum safety coefficient of rock slope including structural surface appears ahead of the greatest acceleration moment.Furthermore,studies on how safety coefficient curve be affected by the slope height,the slope inclination and structural plane angle are performed.The limit equilibrium theory is applied to verify the obtained numerical results.The safety coefficient curve obtained in this paper could be referenced for the judgment of rock slope stability.
To solve the problem of taking the safety coefficient at the last moment or the greatest acceleration moment as the evaluation criterion under seismic wave loading solely,the time-history curve of safety coefficient by using numerical calculation involved with strength reduction approach is obtained.For the selection of failure criterion when using the finite element strength reduction approach,three general slope stability judgment approaches are combined together to judge the failure of slope.Through comparing the results of various FEM models,the relationship between the safety coefficient and the time-history of seismic loading,as well as the relationship between the numbers of the structural surfaces are studied.The results obtained indicate that the minimum safety coefficient of rock slope including structural surface appears ahead of the greatest acceleration moment.Furthermore,studies on how safety coefficient curve be affected by the slope height,the slope inclination and structural plane angle are performed.The limit equilibrium theory is applied to verify the obtained numerical results.The safety coefficient curve obtained in this paper could be referenced for the judgment of rock slope stability.
引文
[1]陈祖煜.土质边坡稳定性分析—原理.方法.程序[M].北京:中国水利水电出版社,2003.
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[4]马芳芳.基于地震动力时程反应的有限元边坡稳定性分析[D].大连:大连理工大学,2005.
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[8]张鲁渝,刘东升,时卫民.扩展广义Drucker-Prager屈服准则在边坡稳定分析中的应用[J].岩土工程学报,2003,25(2):216-219.
[9]戴自航,卢才金.边坡失稳机理的力学解释[J].岩土工程学报,2006,28(10):1191-1197.
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[11]严利娥,孙元习.基于强度折减法的岩质边坡稳定性分析[J].广西大学学报,2008,33(3):235-238.
[12]赵尚毅,郑颖人,时卫民,等.用有限元强度折减法求边坡稳定安全系数[J].岩土工程学报,2002,24(3):243-346.
[13]娄一青,顾冲时,李君.基于突变理论的有限元强度折减法边坡失稳判据探讨[J].西安建筑科技大学学报,2008,40(3):362-367.
[14]李春忠,陈国兴,樊有维.基于ABAQUS的强度折减有限元法边坡稳定性分析[J].防灾减灾工程学报,2006,26(2):207-210.
[15]栾茂田,武亚军,年廷凯.强度折减有限元法中边坡失稳的塑性区判据及其应用[J].防灾减灾工程学报,2008,23(3):1-8.
[16]张鲁渝,郑颖人,赵尚毅.有限元强度折减系数法计算土坡稳定安全系数的精度研究[J].水利学报,2003,(1):21-27.
[2]刘华丽,朱大勇,刘德富.边坡安全系数的多解性讨论[J].岩土力学,2002,28(8):1661-1664.
[3]李海波,肖克强,刘亚群.地震载荷作用下顺层岩质边坡安全系数分析[J].岩石力学与工程学报,2007,26(12):2385-2394.
[4]马芳芳.基于地震动力时程反应的有限元边坡稳定性分析[D].大连:大连理工大学,2005.
[5]张国栋,刘学,金星,等.基于有限单元法的岩土边坡动力稳定分析及评价方法研究进展[J].工程力学,2008,25(2):44-52.
[6]Rajinder B,Amir M,Kaynia K.Static and dynamic simulation ofa 700-m high rock slope in western Norway[J].EngineeringGeology,2004,71:213-226.
[7]董玉文,郭航忠,任青文.屈服准则对土质边坡稳定安全度计算的影响分析[J].重庆建筑科技大学学报,2006,28(3):51-55.
[8]张鲁渝,刘东升,时卫民.扩展广义Drucker-Prager屈服准则在边坡稳定分析中的应用[J].岩土工程学报,2003,25(2):216-219.
[9]戴自航,卢才金.边坡失稳机理的力学解释[J].岩土工程学报,2006,28(10):1191-1197.
[10]郑颖人,赵尚毅.有限元强度折减法在土坡与岩坡中的应用[J].岩土力学与工程学报,2004,23(19):3381-3388.
[11]严利娥,孙元习.基于强度折减法的岩质边坡稳定性分析[J].广西大学学报,2008,33(3):235-238.
[12]赵尚毅,郑颖人,时卫民,等.用有限元强度折减法求边坡稳定安全系数[J].岩土工程学报,2002,24(3):243-346.
[13]娄一青,顾冲时,李君.基于突变理论的有限元强度折减法边坡失稳判据探讨[J].西安建筑科技大学学报,2008,40(3):362-367.
[14]李春忠,陈国兴,樊有维.基于ABAQUS的强度折减有限元法边坡稳定性分析[J].防灾减灾工程学报,2006,26(2):207-210.
[15]栾茂田,武亚军,年廷凯.强度折减有限元法中边坡失稳的塑性区判据及其应用[J].防灾减灾工程学报,2008,23(3):1-8.
[16]张鲁渝,郑颖人,赵尚毅.有限元强度折减系数法计算土坡稳定安全系数的精度研究[J].水利学报,2003,(1):21-27.
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