Seismic Dynamic Response Characteristics of a Layered Slope at Tunnel Entrance Using Shaking Table Test
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摘要: 为研究地震作用下隧道洞口段顺层边坡的动力响应特征及动力破坏模式，基于动力模型试验的相似关系，设计完成了隧道洞口段顺层边坡振动台缩尺模型试验.试验结果表明，地震作用下模型边坡具有典型的地形放大效应，模型边坡具有明显的坡表动力放大效应，相同条件下与坡内相比坡表的动力放大效应较大；地震动输入方向及强度对模型边坡的动力响应特征具有影响，相同条件下与输入垂直地震动相比输入水平地震动时模型边坡的动力放大效应较大；隧道结构改变了模型边坡的局部动力响应特征，对坡体的动力放大效应具有放大作用；地震作用下模型边坡的动力破坏模式为地震诱发-最上层结构面逐渐形成滑带-最上层结构面以上滑体滑动破坏-滑体堆积坡脚.Abstract: To study the dynamic response characteristics and dynamic failure modes of the bedding slope at the tunnel entrance under earthquakes, a shaking table scaled model test of the bedding slope at the tunnel entrance was designed based on the similarity relationship of the dynamic model tests. The experimental results show that the model slope has typical topographic amplification effect under seismic action. The model slope has obvious dynamic amplification effect of slope surface, and the dynamic amplification effect on the slope surface is larger than that in the slope under the same conditions. The input direction and strength of ground motion have influence on the dynamic response characteristics of the model slope. Compared with the input of vertical ground motion, the dynamic amplification effect of the model slope is larger when the input of horizontal ground motion under the same conditions. The tunnel structure changes the local dynamic response characteristics of the model slope and has a magnifying effect on the dynamic amplification effect of the slope. The dynamic failure mode of the model slope under earthquake action is as follows: earthquake induced-slip zone gradually formed on the topmost structural plane-slip failure above the topmost structural plane-slip body accumulation at the foot of slope.
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图 2 隧道洞口段层状岩质边坡工程地质剖面图
Fig. 2. Engineering geology profile of layered rock slope at tunnel entrance
图 6 输入水平向0.037 g地震波时模型内波形
a.振动台台面b.模型坡表底部；c.模型坡表顶部
Fig. 6. Wave waveform of the model when input horizontal 0.037 g seismic wave
图 7 输入水平地震波时坡表与坡内加速度放大系数比值
Fig. 7. Ratio of acceleration amplification factor of the slope surface and that of the internal slope when input horizontal seismic wave
图 8 输入水平向WE波时边坡加速度放大系数随高程变化
Fig. 8. Change of acceleration amplification factor of the slope with the elevation when input WE wave in x-direction
图 9 输入WE波时边坡坡表加速度放大系数
a.输入水平地震波；b.输入垂直地震波
Fig. 9. The acceleration amplification factor of slope surface when input WE wave
图 10 水平与垂直地震力下坡表加速度放大系数比值
Fig. 10. Ratio of acceleration amplification factor horizontal and vertical seismic force at slope surface
图 11 水平波时边坡加速度放大系数随地震动强度变化
Fig. 11. Variation of slope acceleration amplification factor with seismic intensity when input horizontal wave
图 12 输入水平向0.125 g WE波时边坡加速度放大系数
Fig. 12. Slope acceleration amplification factor of the model when input 0.125 g WE wave in x-direction
图 14 模型边坡的破坏演变过程示意
a.滑带形成；b.滑体滑动c.滑坡产生
Fig. 14. Schematic diagrams of the failure evolution process of slope model
表 1 模型试验主要相似常数
Table 1. Primary similitude coefficients of model
物理量 相似关系 相似常数 几何尺寸L S1 150 振动加速度a Sa=SE/(Sl Sρ) 1 密度ρ Sρr 1 弹性模量E SE=SρSl 150 泊松比μ Sμ=1 1 内聚力c Sc=Sr Sl Sa 150 
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表 2 模型计算参数取值
Table 2. Take model calculation parameters
岩性 中风化花岗岩 软弱结构面 容重γ(kN/m3) 25 21 弹性模量E(MPa) 20 000 100 泊松比ν 0.26 0.32 粘聚力c(kPa) 1 200 35 摩擦角φ(°) 45 30
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表 3 模型边坡地震波加载方案
Table 3. Seismic wave loading scheme for model slope
加载顺序 波形 方向 加载顺序 波形 方向 1 白噪声 水平 9 白噪声 水平 2 0.037 g 水平 10 0.254 g 水平 3 白噪声 竖直 11 白噪声 竖直 4 0.037 g 竖直 12 0.254 g 竖直 5 白噪声 水平 13 白噪声 水平 6 0.125 g 水平 14 0.4 g 水平 7 白噪声 竖直 15 白噪声 竖直 8 0.125 g 竖直 16 0.4 g 竖直
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