| 1. | In the past , the safety factor and stresses of assumed potential sliding faces are computed directly ( direct method )
过去，我们根据假定的可能滑移面直接计算安全系数和应力(直接法) 。 |
| 2. | The sarma method and the push method employ supposed sliding faces and sliding blocks , though they consider structure faces
Sarma法和不平衡推力法，虽考虑了结构面的存在，但是存在更多人工修饰的假定滑面和滑块。 |
| 3. | For a complex rock foundation , the evaluation of shapes of sliding faces , location , distribution and direction is quite a difficult task
对一个复杂的岩石地基来讲，滑移面的形状、位置、分布和方向的事先假设都是十分困难的。 |
| 4. | Based ongeological condition and mechanics propertie s of open - pit footwall slope rock in xinqiaopyrite mine , the stopes stability is analysed by calculation of double slide face typefailure mode with limit equ ilibrium theory
基于对新桥矿露采下盘边坡的地质概况和岩石物理力学性质分析，采用极限平衡理论，通过双滑面型破坏模式的计算，对边坡作了稳定性分析。 |
| 5. | Sliding face soil , which is the result of geological history development with a complicated physical and chemical evolution , contains rich information about deformation features and environment of the landslide
滑坡滑动带土是滑坡地质历史发展过程的产物，它的形成经历了一个复杂的物理化学演化的动力地质作用过程，它蕴含着滑坡动态变形特性和赋存环境丰富的信息。 |
| 6. | Based on the detailed engineering geology exploration at yuqiudong landslide in changsheng river , the authors studied the characteristics of engineering geology of the sliding face soil , such as microstructure , composition , physical and mechanical features
摘要通过对长生河鱼鳅洞滑坡的详细工程地质勘查，系统地研究了滑动带土的微观结构、物质成分和物理力学性质等工程地质特性。 |
| 7. | For the case of the optimized design problem of high loess slope , this paper put forward a method to search the most dangerous sliding face . according to this dangerous sliding face , the high loess slope was analyzed by reliability method
本文以黄土高边坡坡型优化设计为主线，从黄土高边坡稳定性分析出发，建立了搜索最危险滑面的公式，在此基础上对黄土高边坡进行可靠性分析。 |
| 8. | To solve the problem , this paper poses the theory which is applied to the study of the union of sliding faces searching and integral stability analyses . the theory is also employed to analyze the ultimate balance of a rock slope rigid body
本文针对实际需要，提出了“岩质边坡岩体易滑面搜索与稳定性偶合分析”的研究，并利用该研究成果进行“岩质边坡岩体易滑面刚体极限平衡分析” 。 |
| 9. | 4 . the non - linear interaction mechanism derived from the scale of system was discussed . the paper deemed that , falling sliding face is not a rectilinear type , the non - linear coupling of falling factors sharply enhanced in large sand - pile ; the stabilization of surface layer sands are different in the time and space , especially the stating probability is higher than halting , and probability of fault in slope foot is higher than top as well ; the faulting forms will be affected by bounder situation strongly
大尺度散粒体坡面的崩塌滑动面，一般并非直线形，在崩塌过程中的耦合作用将增大落沙规模；理想化的沿直线坡面滑动情况，坡面表层砂粒的稳定性也并不是在时间、空间上都均衡的，可以造成起动容易止动难，或坡角失稳概率大从而牵连整个坡面的情况；长大高陡坡面的失稳形式，可以受坡脚(边界)的巨大影响。 |
| 10. | One of distinct characters of geotechnical problems is that there exist various interfaces such as interface between the structure and geotechncal medi8 , the joints in rock mass , sliding face in soi1 and so on , which will effect the mecbocal behaviors of the geotecndcal media and the structures significanly so far though the finite element method has been wildly used in geotecbocal field , it still remains an inthectable problem to simulate these inteffoces idealiy in the numerical analysis
计算对象的不连续性是岩土工程问题的一个重要特点，这些不连续面主要是存在于基础?土体、挡土结构?土体、地下结构?围岩等结构与周围岩土介质问的界面，或是岩体中的节理或软弱夹层、土(岩)滑坡的滑动面等。不连续面的存在显然对结构及岩土体的受力变形有着不可忽略的影响，因此在计算中不应无视它的存在。 |
