Stability of stepped sliding of bedding rock slopes with discontinuous joints
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摘要: 阶梯状滑动顺层岩质滑坡在工程中较为常见，其岩桥和节理特性对阶梯状滑动面的形成至关重要。考虑岩桥和节理面之间强度参数弱化特性，构建阶梯状滑动顺层边坡稳定性分析模型。研究表明：与平面型滑动对比验证了分析模型的准确性。裂隙连通率kY、基本摩擦角φb、粗糙度系数JRC和弱化系数Kc对安全系数Fs影响显著。岩桥倾角β3越大，Fs减小越显著，边坡越不稳定。台阶法中开挖次数和坡角角度对边坡稳定性影响显著，通过算例分析验证了该方法与极限平衡解差异率在1%以内。某些情况下当开挖使节理面出露时，Fs显著降低（如β=53°时降低了22.8%），易诱发滑坡的发生。同时，随着拉裂缝倾角β1和充水高度hw的增大，Fs显著降低，出流缝被堵塞时水力效应更为显著，此时边坡最不稳定。Abstract: The bedding rock landslides with stepped sliding surface are common in engineering, and the characteristics of rock bridges and joints are very important to the formation of stepped sliding surface. The weakening characteristics of the strength parameters of rock bridges and joints are considered. The models for stability of stepped sliding of bedding slopes are established. The results show that the accuracy of the model is verified by comparing with the planar failure model. In addition, the fracture connectivity rate kY, basic friction angle φb, roughness coefficient JRC and weakening coefficient Kc have significant influences on Fs. In this mode, the greater β3 is, the more significant the reduction of Fs is, and the more unstable the slope is. In addition, the excavation times and slope angle have significant influences on the slope stability. The difference rate between the proposed method and the limit equilibrium solution is less than 1%. In some cases, when the joint surfaces are exposed by excavation, Fs is significantly reduced (the reduction of 22.8% when β=53°), which easily leads to the occurrence of landslides. Meanwhile, with an increase in angle β1 of tensile cracks and height hw of water, Fs significantly decreases. The water pressure is more significant when the outlets are blocked, and the rock slope is most unstable.
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图 2 B-B与M-C破坏准则相关参数转换示意图
Figure 2. Conversion parameters of B-B and M-C failure criteria
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图 3 顺层岩质边坡岩桥剪切贯通阶梯状失稳模式图
Figure 3. Shear cut through mode of rock bridges of stepped sliding of jointed rock slope
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图 4 弱化系数Kφ和Kc下安全系数FS随岩桥倾角β3和裂隙连通率kY的变化曲线
Figure 4. Safety factor FS versus rock bridge angle β3 and fracture connectivity rate kY under weakening coefficients Kφ and Kc
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图 5 阶梯状失稳模式各关键参数对边坡稳定性的影响规律
Figure 5. Influences of key parameters on stability of stepped failure mode of slope
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图 6 台阶型坡面顺层岩质边坡阶梯状岩桥剪切贯通模式图
Figure 6. Shear cut through mode of rock bridges of stepped sliding of jointed rock slope based on step-type slope surface
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图 7 开挖次数和坡角角度对阶梯状滑动台阶型坡面边坡安全系数和破坏模式的影响规律
Figure 7. Influences of excavation times and slope angle on safety factor and failure mode of stepped sliding of slope based on step-type slope surface
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图 8 水力作用下阶梯状岩质边坡失稳模式图
Figure 8. Failure mode of stepped sliding of jointed rock slope under water pressure
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图 9 Fs随拉裂缝倾角β1和拉裂缝充水高度hw的变化曲线
Figure 9. FS versus angle β1 and depth hw of water in tensile cracks
表 1 参数分析图 5参数取值
Table 1 Values of parameters in Fig. 5
参数 kY φb/(°) Kφ Kc JRC JCS
/MPaβ3/(°) β2 /(°) β/(°) L/m β1/(°) 图 5(a) 0.2~1.0(0.1) 20~36(4) 0.8 0.4 6 50 50 40 60 16 60 图 5(b) 0.8 28 0.650.6~0.95
(0.05)0.05~0.40
(0.05)6 30 60 45 60 15 60 图 5(c) 0.65 20 0.6 0.3 0~18(3) 20~100(20) 50 40 60 22 60 图 5(d) 0.6 20 0.8 0.4 10 40 30~75(5) 25~50(5) 58 10 60 
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