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INFLUENCE OF GROUND MOTION ACCELERATION AMPLITUDE ON SLIDING BODY SIDE AND DISASTER-CAUSING RANGE OF SOIL SLOPES
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摘要: 地震滑坡的致灾范围是判断滑坡能否会对已有建构筑物造成损失、确定预警疏散范围的重要依据，因此对地震土坡破坏后的滑坡体大小和致灾范围进行研究具有重要的意义。本研究基于SPH动力分析方法，结合弹塑性本构模型和固体力学控制方程建立了地震土坡破坏的动力分析模型；通过设置振动边界粒子和自由场边界粒子，实现了地震动加速度的施加以及自由场边界的模拟。利用提出的SPH动力分析方法，对已有的振动台土坡试验进行了模拟，获得了与试验相似的土坡滑动形态，验证了SPH动力分析方法的准确性和精度。此后，设计了不同坡度土坡的计算案例，考虑地震动加速度幅值的影响进行了SPH动力分析，得到了各种工况下地震土坡失稳后滑坡体的大小和致灾范围。模拟结果表明同一土坡在不同地震动幅值作用下存在相似的滑动面，且潜在滑动区域随着地震动幅值的增大而增加；随着坡度的增大，土坡在不同地震动加速度幅值下的稳定性均呈现下降趋势，致灾范围变大，但滑坡体的区域面积却在减小。Abstract: The disaster-causing range formed by the earthquake landslide is an important basis for judging whether the landslide can cause losses to existing structures and determining the early warning evacuation range. Therefore,it is necessary to study the sliding body size and disaster-causing range after the post sliding of soil slopes triggered by the earthquake. Based on the dynamic SPH analysis method,combined with the elastoplastic constitutive model and the governing equation of solid mechanics,we establish a dynamic analysis model for the seismic soil slope failure. By setting the vibration boundary particles and the free field boundary particles,we realize the application of ground motion acceleration and the simulation of the free field boundary. We use the dynamic SPH analysis method to simulate an existing shaking table test for soil slope. And we obtain a sliding form similar to the shaking table test slope from the SPH simulation. This result verifies the accuracy and precision of the dynamic SPH analysis method. Afterwards,we design calculation cases of soil slopes with different slope angles. And we carriy out SPH analysis considering the influence of ground motion acceleration amplitude. Finally we obtain the sliding body size and the disaster-causing range of landslide after instability of seismic soil slopes under various working conditions. The simulation results show that the soil slope has a similar sliding surface under the action of different ground motion amplitudes. And the potential sliding area increases with the increase of the ground motion amplitude. Meanwhile,the stability of the soil slope under different ground motion acceleration amplitudes shows a downward trend. And the disaster-causing range becomes larger,while the sliding body size is decreasing.
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图 2 SPH模拟的试验土坡变形发展过程图(单位：m)
a. 500 Gal 2 Hz施加完毕时边坡破坏形态图；
b. 500 Gal 5 Hz施加完毕时边坡破坏形态图；
c. 500 Gal 10 Hz施加完毕时边坡破坏形态图；
d. 700 Gal 10 Hz施加完毕时边坡破坏形态图Figure 2. Deformation development process of test slope simulated by SPH(unit: m)
图 3 土坡最终形态对比图(单位：m)
a. 振动台试验边坡破坏最终形态；
b. SPH模拟地震边坡破坏最终形态Figure 3. Final shape comparison of slope(unit: m)
图 6 边坡角为40°的土坡在不同地震动幅值作用下的总位移云图(单位：m)
a. 1.0倍地震动幅值作用下；b. 2.0倍地震动幅值作用下；c. 3.0倍地震动幅值作用下
Figure 6. Color map of total displacement of 40°slope under different ground motion amplitudes(unit: m)
图 7 边坡角为60°的土坡在不同地震动幅值作用下的总位移云图(单位：m)
a. 1.0倍地震动幅值作用下；b. 2.0倍地震动幅值作用下；c. 3.0倍地震动幅值作用下
Figure 7. Color map of total displacement of 60°slope under different ground motion amplitudes(unit: m)
图 8 不同地震动幅值作用下土坡最大水平位移变化柱状图
Figure 8. Histogram of maximum horizontal displacement of slopes with different ground motion amplitudes
图 9 在2.0倍地震动幅值作用下40°和60°土坡剪应变和总位移云图(单位：m)
a1. 40°边坡最大剪应变云图；a2. 40°边坡总位移云图；b1. 60°边坡最大剪应变云图；b2. 60°边坡总位移云图；
Figure 9. Color map of shear strain and total displacement of 40°and 60°soil slopes with 2.0 times ground motion amplitude(unit: m)
图 10 以0.60 m为位移阈值各土坡在2.0倍地震动幅值作用下滑坡体分布图
a. 30°边坡；b. 40°边坡；c. 50°边坡；d. 60°边坡
Figure 10. Distribution map of sliding body with 2.0 times ground motion amplitude when threshold is 0.60 m
图 11 以0.60 m为位移阈值各土坡在3.0倍地震动幅值作用下滑坡体分布图
a. 30°边坡；b. 40°边坡；c. 50°边坡；d. 60°边坡
Figure 11. Distribution map of sliding body with 3.0 times ground motion amplitude when threshold is 0.60 m
图 12 2.0倍地震动幅值作用下不同位移阈值土坡滑坡体大小变化曲线
Figure 12. Sliding body size variations of soil slopes with 2.0 times ground motion amplitude under different deformation thresholds
图 13 3.0倍地震动幅值作用下不同位移阈值土坡滑坡体大小变化曲线
Figure 13. Sliding body size variations of soil slopes with 3.0 times ground motion amplitude under different deformation thresholds
表 1 振动台土坡模型SPH模拟的参数
Table 1. Parameters in SPH simulation of shaking table test
参数 值 参数 值 初始粒子间距/m 0.01 密度/kg·m-3 1800 时间步长间隔/s 2.5×10-5 重力加速度/m·s-2 9.81 总步长 1.21×107 
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表 2 振动台土坡模型SPH模拟中的本构参数
Table 2. Constitutive parameters in shaking table test
参数 值 参数 值 弹性模量/MPa 25.0 黏聚力/Pa 500 泊松比 0.25 内摩擦角/(°) 40.0 土骨架密度/kg·m-3 2650 初始孔隙比 0.80
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表 3 土坡模型SPH模拟的参数
Table 3. Parameters in SPH simulation of soil slope model
参数 值 参数 值 初始粒子间距/m 0.20 密度/kg·m-3 1900 时间步长间隔/s 2.5×10-5 重力加速度/m·s-2 9.81 总步长 1.21×106
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表 4 土坡模型SPH模拟中的本构模型参数
Table 4. Constitutive parameters in SPH simulation of slope model
参数 值 参数 值 弹性模量/MPa 10.0 黏聚力/kPa 12 泊松比 0.25 内摩擦角/(°) 26.0 土骨架密度/kg·m-3 2650 初始孔隙比 0.80
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表 5 SPH模拟土坡工况表
Table 5. SPH simulating cases for soil slopes
案例 土坡坡度/(°) 工况 案例 土坡坡度/(°) 工况 案例 土坡坡度/(°) 工况 1-1 30 1.0倍地震动幅值 2-1 30 2.0倍地震动幅值 3-1 30 3.0倍地震动幅值 1-2 40 1.0倍地震动幅值 2-2 40 2.0倍地震动幅值 3-2 40 3.0倍地震动幅值 1-3 50 1.0倍地震动幅值 2-3 50 2.0倍地震动幅值 3-3 50 3.0倍地震动幅值 1-4 60 1.0倍地震动幅值 2-4 60 2.0倍地震动幅值 3-4 60 3.0倍地震动幅值
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