摘要
砂质边坡失稳问题在沿海建设过程中经常发生,常规的土坡稳定性分析方法在合理确定砂质边坡坡顶裂隙的水平位置和破坏时边坡破坏倾角存在明显不足.对于含弱胶结物的砂质边坡(无侧限抗压强度qu<30 kPa),假定破坏面平行于边坡坡面,建立极限平衡方程;对于含中等胶结物的砂质边坡(无侧限抗压强度30 kPa<qu<400 kPa),用线弹性有限元法分析和计算边坡坡体内的拉应力,并将分析结果与坡体的抗拉强度进行对比分析.案例表明,对于含弱胶结物的砂质边坡,稳定计算结果与极限上限分析基本相一致,能够较合理地反映边坡的真实破坏情况;对于含中等胶结物的砂质边坡,分析方法能够对边坡的破坏机理给出合理的解释,可以有效评估这类边坡的稳定性.
In the process of coastal terraces construction, the failure of sand slopes often occurs. The conventional analysis and calculation exist obviously inadequacies in reasonable predict slope angle and crest retreat. For weakly cemented sand slopes （unconfined compressive strength qu 〈30 kPa）, a new method assumes that the failure plane parallel to the slope surface, and establishes limit equilibrium equation. For moderately cemented steep sand slopes （30 kPa 〈 qu 〈 go0 kPa）, the new method uses linear-elastic finite-element method to analyze and calculate tensile stress of slope. The tensile stress and tensile strength of material were compared. Case studies show that, for weakly cemented steep sand slopes, the results of new method is consistent with upper limit analysis and can reflect the true destruction of slopes. For moderately cemented sand steep slopes, the new method gives a reasonable explanation of slope failure and effectively evaluates the stability of slopes.
出处
《汕头大学学报（自然科学版）》
2013年第3期73-80,共8页
Journal of Shantou University：Natural Science Edition
关键词
胶结物
砂质边坡
极限平衡
线弹性有限元
破坏模式
cement
sand slope
limit equilibrium analysis
elastic finite element
failure mode
