Improved transfer coefficient method considering multistage sliding of rainfall landslides
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摘要:
在多级滑坡的渐进破坏过程中, 滑带不同部位的屈服程度和破坏模式不同, 强度参数也不同。在强降雨条件下, 坡表产生的张拉裂缝充水, 会产生静水压力。当前广泛应用的传递系数法对滑带不同位置取同一强度参数, 也尚未考虑到静水压力作用。为此提出了一种考虑静水压力作用和滑带不同部位强度参数差异的改进传递系数法, 对降雨引起的西安市柳西村南部的牛角沟滑坡进行了计算。结果表明: 与不考虑静水压力和滑带不同部位强度参数差异的计算方法比, 改进传递系数法计算的抗滑力相对较小, 剩余下滑力计算结果相对较大, 各级滑坡稳定性系数分别减小了约33.26%、17.92%、24.95和16.94%;而改进前的稳定性系数偏高, 可能会导致支挡工程的安全储备不足。本研究提出的改进传递系数法可为多级滑坡处置提供更安全的参考。
Abstract:In the progressive failure process of multiple landslides, different parts of the slip zone have different yielding degrees and failure modes with different strength parameters. Under strong rainfall conditions, water-filled tension cracks generated on the slope surface give rise to hydrostatic pressure. The current widespread transfer coefficient method, which takes the same strength parameter for different locations of the slip zone, also has not yet taken into account the hydrostatic pressure effect. In this paper, we propose an improved transfer coefficient method which takes into account the hydrostatic pressure effect and the difference in strength parameters of different parts of the slip zone. The results show that, compared with the calculation method without considering the hydrostatic pressure and the difference in strength parameters in different parts of the slip zone, the anti-sliding force calculated by the improved transfer coefficient method is relatively small, the residual sliding force is relatively large, and the stability coefficients of landslides at all levels are reduced by approximately 33.26%, 17.92%, 24.95% and 16.94%, respectively. Based on the high stability coefficient before the improvement, it may lead to insufficient safety reserve of the retaining engineering. The improved transfer coefficient method proposed in this paper can provide a safer reference for multiple landslide disposal.
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图 1 多级滑坡滑带土参数分区图
Figure 1. Partition diagram of the multiple landslide sliding zone soil parameter
图 2 多级滑坡中单级滑体渐进失稳过程示意图
Figure 2. Schematic diagram of the progressive destabilization process of a single-stage slide in a retrogressive multiple landslide
图 3 多级滑坡各次级滑坡受力分析图
Figure 3. Multiple landslide force analysis diagram for each level of landslide
图 4 单级滑坡后缘拉裂缝静水压力示意图
Figure 4. Schematic diagram of the hydrostatic pressure of tensile fractures at the posterior border of each landslide stage
图 5 西安市牛角沟滑坡地质剖面图
Figure 5. Geological profile of the Niujiao gully landslide in Xi′an City
图 6 西安市牛角沟多级滑坡条块划分与计算模型
Figure 6. Block division and calculation model of the Niujiao gully multiple landslide in Xi′an City
表 1 西安市牛角沟多级滑坡滑带土强度参数取值
Table 1. Slip zone soil strength parameters of the Niujiao gully multiple landslide in Xi′an City
土体状态 黏聚力/kPa 内摩擦角/(°) 峰值强度 15.0 14.9 残余强度 12.2 12.1 
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表 2 西安市牛角沟多级滑坡剩余下滑力计算明细
Table 2. Detailed calculation of the residual sliding force of the multiple landslides in the Niujiao gully landslide, Xi′an City
滑坡级数 条块编号 Wi/(kN·m-1) α/(°) Δα/(°) ψi Ri/(kN·m-1) Ti/(kN·m-1) ψiEi－1/(kN·m-1) 静水推力/(kN·m-1) 第一级滑坡 1 2 810.20 73 / / 493.53 2 838.19 / 151.31 2 4 094.58 16 57 0.32 1 237.42 1 128.06 2 344.66 / 3 3 914.22 16 0 1.00 1 186.51 1 078.37 645.86 / 4 5 106.18 16 0 1.00 518.11 483.62 537.73 / 第二级滑坡 5 3 177.57 79 / / 487.47 3 270.07 / 151.31 6 5 136.10 29 50 0.44 1 363.55 2 488.88 2 782.60 / 7 5 013.10 22 7 0.96 1 400.20 1 877.35 2 348.23 / 8 5 409.02 10 2 0.92 1 589.58 938.80 2 731.82 / 9 2 794.20 10 0 1.00 777.14 484.96 1 870.43 / 第三级滑坡 10 2 499.21 65 / / 403.62 2 415.76 / 151.31 11 4 588.11 35 25 0.73 1 160.51 2 630.47 2 012.14 / 12 4 793.28 14 21 0.84 1 387.64 1 159.02 2 945.36 / 13 4 586.80 14 0 1.00 1 324.61 1 109.09 2 240.74 / 14 2 701.83 10 4 0.98 718.36 468.93 2 025.23 / 第四级滑坡 15 1 962.31 66 / / 321.67 1 943.50 / 151.31 16 3 199.48 29 37 0.64 900.44 1 550.42 1 621.83 / 17 4 054.42 25 4 0.98 1 140.66 1 712.66 1 686.10 / 18 3 781.95 11 14 0.91 1 123.05 721.66 222.74 / 19 2 757.38 10 1 1.00 685.92 478.57 1 612.06 /
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表 3 不同条件下的稳定性系数对比
Table 3. Comparison of stability factors under different conditions
滑坡级数 两者均考虑 不考虑相互作用力 不考虑滑带参数取值 两者均不考虑 整体式滑移失稳 第Ⅰ级滑坡 0.626 0.787 0.761 0.938 0.96 第Ⅱ级滑坡 0.788 0.877 0.843 0.960 第Ⅲ级滑坡 0.734 0.878 0.897 0.978 第Ⅳ级滑坡 0.814 0.881 0.950 0.980
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