CAJ | 학술논문

针对顺层岩质边坡岩层结构面倾角θ和边坡角α两个参数,采用离散单元法研究了不同工况下总计270个边坡模型的变形破坏特征,统计得到不同变形破坏模式对应的岩层结构面倾角θ与边坡角α的范围,并基于强度折减法研究了两个参数与边坡稳定性的关系,揭示了顺层岩质边坡变形破坏机制及稳定性特征. 研究结果表明:依据边坡变形破坏特征,提出了四种顺层岩质边坡变形破坏模式,即坡脚沿岩层结构面的滑移-剪切破坏,坡顶沿岩层结构面的滑动-剪切破坏,岩层下缘弯曲-剪切破坏,以及岩层上缘翻折-拉裂破坏. 在此基础上,分析并归纳了这四种模式的产状、变形特征以及可能的破坏模式等一般规律. 边坡安全系数fs随结构面倾角θ的增大先减小后增大,在减小过程中达到最小值后迅速上升,然后变缓回落.边坡安全系数fs随结构面倾角θ变化过程中,当θ约等于α-7. 3°时,fs取得最小值,此时对应的边坡稳定性最差.
침대순층암질변파암층결구면경각θ화변파각α량개삼수,채용리산단원법연구료불동공황하총계270개변파모형적변형파배특정,통계득도불동변형파배모식대응적암층결구면경각θ여변파각α적범위,병기우강도절감법연구료량개삼수여변파은정성적관계,게시료순층암질변파변형파배궤제급은정성특정. 연구결과표명:의거변파변형파배특정,제출료사충순층암질변파변형파배모식,즉파각연암층결구면적활이-전절파배,파정연암층결구면적활동-전절파배,암층하연만곡-전절파배,이급암층상연번절-랍렬파배. 재차기출상,분석병귀납료저사충모식적산상、변형특정이급가능적파배모식등일반규률. 변파안전계수fs수결구면경각θ적증대선감소후증대,재감소과정중체도최소치후신속상승,연후변완회락.변파안전계수fs수결구면경각θ변화과정중,당θ약등우α-7. 3°시,fs취득최소치,차시대응적변파은정성최차.
The deformation and failure characteristics of total 270 consequent rock slopes under complicated working conditions are investigated by the discrete element method depending on two parameters, structural plane dip angleθand slope angleα. Differentθ and α ranges corresponding to different failure modes are obtained by the statistical method. Moreover, the relationship between the two parameters and the slope stability is attempted based on the shear strength reduction method. The failure mechanism and stability characteristics of consequent rock slopes are revealed. Four deformation and failure modes of consequent rock slopes are proposed according to different deformation and failure characteristics:toe-slip-failure along the structural plane, top-sliding-failure along the structural plane, lower edge uplift bending-shear failure, and upper edge fracturing-fold-bending-failure. Further general rules of the four modes are analyzed and summarized such as occurrences, deformation characteristics and possible failure modes. The safety factor fs of the slopes decreases and subsequently increases with the increase of θ, it reaches a minimum and then rises quickly to a high value and finally slowing down. During the changing process ofθ, the safety factor fs will obtain a minimum whenθis approximately e-qual to α-7. 3°, which corresponds to the worst slope stability.