论文部分内容阅读
对国内首个既有深坑开发的南京牛首山佛顶宫矿坑,采用了极限平衡法和有限元强度折减法等多种方法,计算了矿坑边坡在削坡及锚索(杆)加固条件下,天然、暴雨、地震三种工况下的稳定系数,对计算结果进行了比较。计算结果显示:边坡滑裂面的位置在填土层、强风化岩层内部、或岩土交界面处;大部分边坡削坡后稳定系数数均小于1,存在滑动的风险;锚索(杆)加固后,边坡在各种工况下的稳定系数均能满足设计要求;非严格条分的简化Bishop法与严格条分法计算结果仅相差-2%~3%,计算结果与严格条分法同样可靠;有限元强度折减法与简化Bishop法的计算结果相差-19.1%~5.6%,且大部分结果较简化Bishop法小,在边坡设计中应采用该法校核极限平衡法的计算结果,以确保工程的安全。
Based on the method of limit equilibrium and finite element strength reduction and other methods, the slope pit and the reinforcement conditions of anchor cable Under the three conditions of natural, rainstorm and earthquake, the stability coefficients were compared and the results were compared. The calculated results show that the location of the slip surface is located within the fill layer, the strong weathered rock or at the interface between rock and soil. The stability coefficients of most of the slopes are less than 1 after cutting, which may cause the risk of slipping. After the reinforcement, the stability coefficient of the slope under various operating conditions can meet the design requirements; the simplified Bishop method which is not strictly specified has a difference of -2% ~ 3% Strip method is equally reliable; finite element strength reduction method and the simplified Bishop method of the calculated difference of -19.1% ~ 5.6%, and most of the results are more simplified Bishop method is small, this method should be used in slope design limit balance method The calculation results to ensure the safety of the project.