Dynamic Response and Deformation and Failure Modes of Reservoir Bank Deposit Slopes Based on Shaking Table Tests
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摘要:
为揭示蓄水与地震共同作用下库岸堆积体斜坡的动力失稳机理，以两河口水电站白龙堆积体岸坡为原型开展振动台模型试验，分析耦合工况下岸坡的动力响应、能量演化与变形破坏全过程；采用逐级加载汶川地震波的方式开展激振试验；结合加速度、孔隙水压力监测与希尔伯特-黄变换时频分析手段，识别坡体内部损伤演化特征. 结果表明：1）蓄水条件下坡体除坡顶存在动力放大效应外，水位线附近出现显著局部放大现象；水位线附近坡体低频能量明显高于坡体中部及上部，蓄水会加剧该区域低频能量聚集；地震动峰值加速度超过 0.5
g 后，软弱夹层处孔隙水压力发生突增，土体有效应力降低. 2）边际谱分析显示，岸坡损伤最先发生在水位线附近与坡顶位置，损伤随地震强度增大逐步向坡体上部扩展；蓄水-地震共同作用下，岸坡以水位线附近变形破坏为先导，上部坡体持续产生损伤，最终沿软弱夹层发生牵引式滑动失稳；坡体演化依次经历侵蚀变形、局部破坏累积、局部变形破坏、整体滑动失稳 4 个阶段. 研究结果可为西南库区同类堆积体岸坡抗震稳定性评价提供试验支撑.Abstract:Shaking table model tests were conducted on the Bailong deposit bank slope of the Lianghekou Hydropower Station to reveal the dynamic instability mechanism of reservoir bank deposit slopes under the combined action of impoundment and earthquakes. The dynamic response, energy evolution, and whole deformation-failure process of the bank slope in coupling conditions were analyzed. Wenchuan seismic waves with step-increased peak acceleration were adopted for excitation tests. Acceleration and pore water pressure monitoring, together with Hilbert-Huang transform time-frequency analysis, were applied to identify the internal damage evolution of the slope mass. The results show that significant local amplification occurs near the water level, besides the dynamic amplification at the slope crest in impoundment conditions. Low-frequency energy near the water level is obviously higher than that in the middle and upper slopes, and impoundment aggravates the accumulation of low-frequency energy in this zone. Pore water pressure in the weak interlayer rises sharply when seismic peak acceleration exceeds 0.5 g, which reduces the effective stress of the soil mass. Marginal spectrum analysis indicates that slope damage is initiated near the water level and slope crest, and propagates upward with the increasing earthquake strength. Under the combined action of impoundment and earthquakes, deformation and failure first take place near the water level. Continuous damage develops in the upper-slope mass, and traction-type sliding failure eventually occurs along the weak interlayer. The slope evolution includes four successive stages: erosion deformation, local damage accumulation, local deformation and failure, and overall sliding instability. The findings provide experimental support for seismic stability evaluation of similar deposit bank slopes in southwestern reservoir areas.
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图 8 不同条件下斜坡加速度放大系数云图
Figure 8. Cloud map of slope acceleration amplification factor in different conditions
图 9 沿坡面加速度放大系数变化规律
Figure 9. Variation pattern of acceleration amplification factor along slope surface in X and Z directions
图 10 地震作用下孔隙水压力变化规律
Figure 10. Variation pattern of pore water pressure under the action of earthquakes
图 11 0.10g条件下典型测点处Hilbert谱
Figure 11. Hilbert spectrum at typical measurement points under 0.10g
图 12 地震作用下堆积体与基岩的PMSA沿高程变化规律
Figure 12. Variation pattern of PMSA between deposits and bedrock along elevation under the action of earthquakes
图 14 蓄水与地震作用下库岸堆积体斜坡变形破坏模式
Figure 14. Deformation and failure mode of reservoir bank deposit slope under the combined action of impoundment and earthquakes
表 1 振动台试验的相似关系
Table 1. Similarity relations for shaking table tests
序号 物理量 量纲 相似比 1 几何尺寸L [L] 10 2 重度γ [M] [L]−2[T]−2 1 3 重力加速度g [L][T]−2 1 4 内摩擦角φ / 1 5 黏聚力c [M] [L]−1[T]−2 10 6 压缩模量E [M] [L]−1[T]−2 10 7 边坡倾角θ / 1 8 渗透系数k [L]2[T]−1 1 9 峰值加速度a [L][T]2 1 10 泊松比μ / 1 11 振动频率f [T]−1 0.316 12 时间t [T] 3.16 
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表 2 原型与模型关键物理力学参数
Table 2. Key physical mechanical parameters of prototypes and similar materials
类型 项目 密度/（g•cm−3） 弹性模量/MPa 泊松比 渗透系/（cm•s−1） 黏聚力/kPa 内摩擦角/（°） 堆积体 原型值 2.10 800 0.30 4.3 × 10−4 45.0 28.1 相似计算值 2.10 80 0.30 4.3 × 10−4 4.5 28.1 模型值 2.10 75 0.28 3.6 × 10−4 4.2 27.6 软弱夹层 原型值 1.78 300 0.32 1.8 × 10−3 17.1 22.1 相似计算值 1.78 30 0.32 1.8 × 10−3 1.7 22.1 模型值 1.78 33 0.31 2.4 × 10−3 2.2 20.1 基岩 原型值 2.50 10000 0.26 2.1 × 10−7 510.0 38.1 相似计算值 2.43 1000 0.26 2.1 × 10−7 51.0 38.1 模型值 2.43 890 0.24 2.4 × 10−7 50.0 40.2
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表 3 振动台试验加载工况
Table 3. Loading conditions of shaking table test
工况 峰值
加速度/
（×g）地震波
类型振动
方向工况 峰值
加速度/
（×g）地震波
类型振动
方向1 0.05 白噪声 15 0.50 汶川波 Y 2 0.10 汶川波 X 16 0.05 白噪声 3 0.10 汶川波 Y 17 0.60 汶川波 X 4 0.05 白噪声 18 0.60 汶川波 Y 5 0.20 汶川波 X 19 0.05 白噪声 6 0.20 汶川波 Y 20 0.70 汶川波 X 7 0.05 白噪声 21 0.70 汶川波 Y 8 0.30 汶川波 X 22 0.05 白噪声 9 0.30 汶川波 Y 23 0.80 汶川波 X 10 0.05 白噪声 24 0.80 汶川波 Y 11 0.40 汶川波 X 25 0.05 白噪声 12 0.40 汶川波 Y 26 0.90 汶川波 X 13 0.05 白噪声 27 0.90 汶川波 Y 14 0.50 汶川波 X
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