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摘要: 邊坡巖體在地震、長期降雨或施工擾動等影響因素的強烈作用下，穩定巖體逐漸演化成危巖體，基巖開始分離而導致穩定性不斷下降，隨之發生下滑破壞，是威脅工程施工運維安全的主要隱患之一。單一的穩定性系數只能判斷破壞是否發生，而無法識別巖體由穩定階段至分離階段這一變化，也就難以實現危巖體的定量力學判識。通過引入黏結穩定性系數，對潛在滑動面黏聚力及其抗滑占比進行了分析，以期實現滑移型危巖體穩定階段、分離階段和破壞階段的動態考量。當黏結穩定性系數小于1，黏聚力抗滑占比小于結構面長期強度與破壞強度的比值時，即可判定為危巖體。實驗結果得出，單一的穩定性系數無法有效識別A8危巖體，而黏結穩定性系數的引入則從力學角度實現了A8危巖體的定量評價。此外現場案例研究表明，基于雙力學指標的滑移型危巖體判識方法可以提供相對客觀統一的判識結果，有效區分了重慶三峽等地區穩定性系數在1.2附近的滑移型危巖體，提高了傳統力學識別方法的準確率與科學性，為我國地質災害高風險地區更好地應對滑移型崩塌災害提供新的技術支持。Abstract: With the in-depth deployment of China’s “Belt and Road Initiative” and other major strategies, major national strategic projects, such as the Sichuan–Tibet Railway, will be built in mountain valleys with complex terrain. Under the influence of continuous external factors (rainfall, earthquake, construction, etc.), rock masses of a high-steep rock slope in a stable state gradually transform to unstable rock, and then the unstable rock slides and destroys, which is a major hidden danger threatening the safety of project construction and operation. Unfortunately, the stability factor (SF) can only identify the occurrence of failure and cannot identify the transition of stable to unstable rock; thus, it cannot quantitatively identify unstable sliding rocks. Rock mass failures mostly evolve from unstable rocks. Therefore, how to establish a quantitative evaluation method to identify unstable sliding rock masses is a major problem in the field of early warning and prevention of rock collapse. In this study, the potential sliding surface cohesion and its slip resistance share are analyzed by introducing a cohesive stability factor (CSF) to achieve dynamic consideration of the stability, separation, and damage phases of slip-type rock masses. When the CSF is <1 and the ratio of cohesion to skid resistance (η) drops below the ratio of long-term strength to failure strength, the sliding rock masses become unstable. Among them, the CSF is the main control indicator, and η is the auxiliary indicator. The laboratory experimental results of sliding unstable rock mass show that a single SF cannot accurately identify the A8 unstable rock mass in the experimental group quantitatively because of the inconsistency of the standard, and a quantitative identification method of unstable rock masses based on the CSF and SF can scientifically realize the quantitative evaluation of unstable rock masses in terms of mechanics. The field case study shows that the improved method provides relatively objective judgment criteria for the quantitative identification of unstable sliding rock masses with an SF of ~1.2 in the Chongqing Three Gorges and other regions. Compared with the traditional mechanical identification methods of unstable rock masses, the new identification method proposed in this study can conduct a set of objective and unified identification criteria, which improves the accuracy and scientificalness of the traditional mechanical identification methods and provides an effective reference for better management of rockslides in high-risk areas.
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圖 4 危巖體照片及其赤平投影圖. (a) WY1危巖體; (b) WY2危巖體
Figure 4. Photographs and stereograms of unstable rock masses: (a) WY1 unstable rock mass; (b) WY2 unstable rock mass
圖 5 試驗案例的黏聚力抗滑占比與穩定性系數下降量對比
Figure 5. Comparison of the ratio of cohesion to skid resistance and stability coefficient decline in the test cases
表 1 基于SF與CSF滑移型危巖體定量識別方法
Table 1. Quantitative identification method of sliding unstable rock masses based on the SF and CSF
Stage SF CSF Type Stability stage ≥1 ≥1 Stable rock mass Separation stage ≥1 <1 Unstable rock mass Failure stages <1 <1 Collapse 
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表 2 基于傳統力學識別方法的評價結果
Table 2. Evaluation results based on the traditional identification method
Experiment Area/cm2 SF Type According to
hydraulic
engineeringAccording to
railway
engineeringA1 225.0 3.09 Stable Stable A2 202.5 2.83 Stable Stable A3 180.0 2.58 Stable Stable A4 157.5 2.32 Stable Stable A5 121.5 1.91 Stable Stable A6 112.5 1.81 Stable Stable A7 90.0 1.55 Stable Stable A8 67.5 1.29 Stable Unstable A9 45.0 1.03 Unstable Unstable
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表 3 基于SF與CSF的雙力學指標識別方法的評價結果
Table 3. Evaluation results of the two-index identification method based on SF and CSF
Experiment SF CSF Type A1 3.09 2.57 Stable rock mass A2 2.83 2.32 Stable rock mass A3 2.58 2.06 Stable rock mass A4 2.32 1.80 Stable rock mass A5 1.91 1.39 Stable rock mass A6 1.81 1.29 Stable rock mass A7 1.55 1.03 Stable rock mass A8 1.29 0.77 Unstable rock mass A9 1.03 0.51 Unstable rock mass
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表 4 WY1和WY2巖體評價結果
Table 4. Evaluation results of WY1 and WY2 rock masses
Rock mass CSF SF Evaluation type Actual type WY1 0.97 1.67 Unstable rock mass Unstable rock mass WY2 0.38 1.08 Unstable rock mass Unstable rock mass
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表 5 危巖體識別指標與判識方法
Table 5. Identification index and method of unstable rock masses
Type Mechanical state CSF η Stable rock mass Stable ≥1 ≥σ∞/σ Unstable rock mass Sliding trend <1 <σ∞/σ
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表 6 基于新方法的現場危巖判識結果
Table 6. Field identification results of unstable rocks based on the new method
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