Sarma法在加锚岩质高边坡安全稳定性评价分析中的应用
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摘要
根据Sarma法的基本思想,考虑地震作用、地下裂隙水的影响以及岩石锚杆的支护效应,建立了加锚岩体边坡稳定性分析的滑体计算模型,并将该模型应用于紫坪铺水电站大型岩体高边坡工程,进行了边坡安全稳定性评价分析。计算结果表明,边坡安全系数随地下水位的升高和地震烈度的增强而减小,且边坡安全系数因加锚而得到提高。因此,高度重视地下裂隙水和地震作用对边坡稳定的影响以及考虑对边坡及时施锚是十分重要的。
Based on the basic idea of Sarma method,a sliding block computational model of stability analysis for an anchored rockmass slope is established after taking into consideration the action of earthquake and influence of underground jointed water as well as the supporting effect of rock-bolts. This model has been applied to stability analysis of a large anchored rockmass slope project of Zipingpu Hydropower Station. Computed results show that the safety factor of slope will decrease when the underground jointed water level and the intensity of earthquake increase;in addition,the safety factor of slope will increase after the slope is reinforced. So,it is very important to attach much weight to the influence of underground jointed water and earthquake on slope stability and to take the rock-bolt supporting for slope into account.
Based on the basic idea of Sarma method,a sliding block computational model of stability analysis for an anchored rockmass slope is established after taking into consideration the action of earthquake and influence of underground jointed water as well as the supporting effect of rock-bolts. This model has been applied to stability analysis of a large anchored rockmass slope project of Zipingpu Hydropower Station. Computed results show that the safety factor of slope will decrease when the underground jointed water level and the intensity of earthquake increase;in addition,the safety factor of slope will increase after the slope is reinforced. So,it is very important to attach much weight to the influence of underground jointed water and earthquake on slope stability and to take the rock-bolt supporting for slope into account.
引文
[1]Sarma S K.Stability analysis of embankments and slopes[J].Geotechnique,1973,23(3):423–433.
[2]Duncan J M.Limit equilibrium and finite element analysis of slopes[J].Journal of Geotechnical Engineering,1996,122(7):577–596.
[3]Hutchison J N,Sarma S K.Discussion on three-dimensional limit equilibrium analysis of slopes[J].Geotechnique,1985,35:215–225.
[4]Huang C C,Tsai C C.New method for 3D and asymmetric slope stability analysis[J].Journal of Geotechnical and Environmental Engineering,2000,126(10):917–927.
[5]陈祖煜.土质边坡稳定分析——原理.方法.程序[M].北京:中国水利水电出版社,2003.(Chen Zuyu.Soil Slope Stability Analysis—Theory,Methods and Programs[M].Beijing:China Water Power Press,2003.(in Chinese))
[6]何满潮,姚爱军.边坡岩体水力学作用的研究[J].岩石力学与工程学报,1998,17(6):662–666.(He Manchao,Yao Aijun.Research on hydraulic action for slope rockmass[J].Chinese Journal of Rock Mechanics and Engineering,1998,17(6):662–666.(in Chinese))
[7]庄心善,胡其志,何世秀.锚杆加固岩体边坡设计法分析[J].岩石力学与工程学报,2002,21(7):1 013–1 015.(Zhuang Xinshan,Hu Qizhi,He Shixiu.Design method analysis for anchored rockmass slope[J].Chinese Journal of Rock Mechanics and Engineering,2002,21(7):1 013–1 015.(in Chinese))
[8]崔政权,李宁.边坡工程——理论与实践最新发展[M].北京:中国水利水电出版社,1999.(Cui Zhengquan,Li Ning.Slope Engineering—Recent Advances in Theory and Practice[M].Beijing:China Water Power Press,1999.(in Chinese))
[9]Zhu W,Zhang Q,Li S,et al.Brittle elastoplastic damage constitutive model for jointed rockmass and computation concerning bolt-reinforcement[J].International Journal of Damage Mechanics,2003,12:65–84.
[10]Zhang Q Y,Zhang X T,Xiang W.Application of sliding block computation model in stability evaluation for anchored rockmass slope[A]:In:Proceedings of the 6th International Conference on Fracture and Strength of Solids[C].Bandung:Penerbit ITB Press,2005.111–114.
[2]Duncan J M.Limit equilibrium and finite element analysis of slopes[J].Journal of Geotechnical Engineering,1996,122(7):577–596.
[3]Hutchison J N,Sarma S K.Discussion on three-dimensional limit equilibrium analysis of slopes[J].Geotechnique,1985,35:215–225.
[4]Huang C C,Tsai C C.New method for 3D and asymmetric slope stability analysis[J].Journal of Geotechnical and Environmental Engineering,2000,126(10):917–927.
[5]陈祖煜.土质边坡稳定分析——原理.方法.程序[M].北京:中国水利水电出版社,2003.(Chen Zuyu.Soil Slope Stability Analysis—Theory,Methods and Programs[M].Beijing:China Water Power Press,2003.(in Chinese))
[6]何满潮,姚爱军.边坡岩体水力学作用的研究[J].岩石力学与工程学报,1998,17(6):662–666.(He Manchao,Yao Aijun.Research on hydraulic action for slope rockmass[J].Chinese Journal of Rock Mechanics and Engineering,1998,17(6):662–666.(in Chinese))
[7]庄心善,胡其志,何世秀.锚杆加固岩体边坡设计法分析[J].岩石力学与工程学报,2002,21(7):1 013–1 015.(Zhuang Xinshan,Hu Qizhi,He Shixiu.Design method analysis for anchored rockmass slope[J].Chinese Journal of Rock Mechanics and Engineering,2002,21(7):1 013–1 015.(in Chinese))
[8]崔政权,李宁.边坡工程——理论与实践最新发展[M].北京:中国水利水电出版社,1999.(Cui Zhengquan,Li Ning.Slope Engineering—Recent Advances in Theory and Practice[M].Beijing:China Water Power Press,1999.(in Chinese))
[9]Zhu W,Zhang Q,Li S,et al.Brittle elastoplastic damage constitutive model for jointed rockmass and computation concerning bolt-reinforcement[J].International Journal of Damage Mechanics,2003,12:65–84.
[10]Zhang Q Y,Zhang X T,Xiang W.Application of sliding block computation model in stability evaluation for anchored rockmass slope[A]:In:Proceedings of the 6th International Conference on Fracture and Strength of Solids[C].Bandung:Penerbit ITB Press,2005.111–114.
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