Improved transfer coefficient method for landslide stability evaluation based on reservoir bank slope characteristics
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摘要:
随着低碳能源的推行，大量水电站的兴建引发了大量库岸滑坡问题。库岸滑坡与普通滑坡有着显著区别，但在实际工程的稳定性计算过程中，工程人员常将二者归为一体，采用同样的思路和方法进行研究。为了更好地治理库岸滑坡，根据库岸自身的特点，在长期野外地质调查和室内文献调研的基础上，提出按结构面特征、坡体位置和滑体物质成分进行库岸斜坡分区的原则；针对库岸滑坡的特点，推导了被牵引段有推力+后缘拉裂面有剪力、被牵引段不存在推力+后缘拉裂面有剪力、被牵引段不存在推力+后缘拉裂面无剪力三种情况的水库岸坡滑坡稳定性计算公式；结合工程实例，验证基于水库岸坡特征滑坡稳定性计算修正传递系数法的正确性。
Abstract:With the implementation of low-carbon energy, the construction of a large number of hydropower stations has caused a large number of reservoir bank landslides. Reservoir bank landslides are significantly different from ordinary landslides, but in the process of actual engineering stability calculations, engineers still confuse the two and use the same ideas and methods for research. In order to better control the reservoir bank slope instability, according to the characteristics of the reservoir bank slope, and long-term field geological survey and indoor literature research, this paper puts forward the principle of reservoir bank slope zoning according to the structural surface characteristics, slope position and landslide material composition. According to the characteristics of reservoir bank landslide, the stability calculation formulas of traction landslide is derived in three cases: the traction section has thrust + the trailing edge tensile fracture surface has shear force, the traction section does not have thrust + the trailing edge tensile fracture surface has shear force, and the traction section does not have thrust + the trailing edge tensile fracture surface has no shear force. Combined with engineering examples, the improved transfer coefficient method for landslide stability evaluation based on reservoir bank slope characteristics is verified.
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表 1 不同软弱结构面参数推荐表[16]
Table 1. Recommended parameters for different weak structural planes
类型 抗剪断强度 抗剪强度 f ' c'/MPa f ' c'/MPa 岩块岩屑型 0.55～0.45 0.20～0.10 0.50～0.40 0 岩屑夹泥型 0.45～0.35 0.10～0.05 0.40～0.30 0 泥夹岩屑型 0.35～0.25 0.05～0.01 0.30～0.25 0 泥型 0.25～0.18 0.01～0.002 0.25～0.15 0 注：f '为摩擦系数；c'为黏聚力。 
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表 2 分区稳定性计算结果
Table 2. Calculation results of partition stability
斜坡特征分区 稳定性系数 稳定状态 牵引区 1.045 欠稳定 被牵引区 1.073 基本稳定
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表 3 传统方式稳定性计算结果
Table 3. Stability calculation results of traditional method
斜坡特征分区 稳定系数 稳定状态 整体 1.008 欠稳定
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表 4 滑带物理力学分区参数计算结果
Table 4. Zoning parameters calculation results of physical mechanics for slip belt
块体编号 含水状态 重度/（kN·m−3） 黏聚力/kPa 内摩擦角/（°） Ⅰ-1 天然 25.2 18.0 11.5 饱和 25.7 16.0 11.0 Ⅱ-1 天然 25.2 18.0 11.5 饱和 25.7 16.0 11.0 Ⅱ-2 天然 25.2 15.0 13.0 饱和 25.7 13.0 12.5 Ⅱ-3 天然 25.2 15.0 13.0 饱和 25.7 13.0 12.5
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表 5 分区稳定性计算结果
Table 5. Calculation results of partition stability
块体编号 稳定系数 稳定状态 倾倒体Ⅰ-1 1.040 欠稳定 滑移体Ⅱ-1 1.019 欠稳定 滑移体Ⅱ-2 1.034 欠稳定 滑移体Ⅱ-3 1.045 欠稳定
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表 6 传统方式稳定性表
Table 6. Stability calculation results of traditional method
块体编号 稳定系数 稳定状态 倾倒体 1.04 欠稳定 滑移体 1.22 稳定
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表 7 分区稳定性计算结果
Table 7. Calculation results of partition stability
块体编号 稳定系数 稳定状态 倾倒体Ⅰ-1 1.040 欠稳定 滑移体Ⅱ-1 0.985 不稳定 滑移体Ⅱ-2 0.973 不稳定 滑移体Ⅱ-3 0.992 不稳定
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