地震作用下含弱层顺向坡响应规律分析

王来贵; 孙颖聪; 赵娜; 向丽

doi:10.16031/j.cnki.issn.1003-8035.202210029

地震作用下含弱层顺向坡响应规律分析

doi: 10.16031/j.cnki.issn.1003-8035.202210029

辽宁工程技术大学力学与工程学院，阜新　123000

基金项目: 国家重点研发计划重点专项项目（2017YFC1503102）资助

详细信息

作者简介:
王来贵（1962-），男，博士，教授，主要从事矿山灾害治理方面的研究工作。E-mail：1611525041@qq.com

通讯作者:
孙颖聪（1997-），男，硕士研究生，主要从事边坡地质灾害方面的研究工作。E-mail：978818634@qq.com

中图分类号: P642.3
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出版历程
- 收稿日期: 2022-10-19
- 录用日期: 2023-04-24
- 修回日期: 2023-04-03
- 网络出版日期: 2023-05-04

Analysis on the response of the dip slope with weak layer to earthquake

College of Mechanics and Engineering, Liaoning Technical University, Fuxin　123000, China

摘要

摘要: 以抚顺西露天矿南帮含弱层顺向坡作为参考原型，利用FLAC 3D软件模拟实际地震动及地震动输入、斜坡模型的边界条件、岩体参数以及网格模型划分，对含弱层顺向坡进行数值模拟计算，通过监测点的加速度和速度探讨含弱层顺向坡在地震作用下的响应规律。研究结果表明：（1）地震作用下对于含单一弱层斜坡响应特征起到决定性的影响因素是弱层的厚度，在地震荷载作用下影响斜坡的稳定程度要大于单一弱层倾角的影响。（2）通过弱层与斜坡坡面的相交部位监测点2#在水平方向速度可以得出，厚度对于X方向的速度大小影响程度较大。（3）对于地震作用下双弱层特性斜坡的响应规律分析时，弱层与斜坡相交部位的破坏响应规律会随着坡高的增大而有所变化，双弱层监测点3#的加速度幅值变化及速度变化程度均比双弱层监测点2#明显。地震作用下顺向坡的响应规律与含有弱层的倾角、厚度和弱层的数量位置有关，在对斜坡的治理与防护的过程中应当充分考虑地震与弱层特性的耦合作用对斜坡稳定性的影响。
- 弱层 /
- 顺向坡 /
- 地震作用 /
- 响应规律
Abstract: Taking the down-slope with weak strata in the south of Fushun West open-pit mine as the reference prototype, numerical simulations of the down-slope with weak strata were conducted through FLAC 3D software, which included the simulation of actual ground motion and ground motion input, the boundary conditions of slope model, rock mass parameters, and grid model division. The response rule of down-slope with weak strata under an earthquake was investigated by analyzing the acceleration and velocity of the monitoring points. The results revealed that: (1) The thickness of the weak layer is a critical factor affecting the response characteristics of the slope with a single weak layer under an earthquake, and it has a greater impact on the stability of the slope under earthquake load than the dip angle of a single weak layer. (2) Based on the horizontal velocity of monitoring point 2# at the intersection of the weak layer and the slope surface, it was concluded that the thickness has a significant influence on the velocity in the X direction. (3) The failure response law at the intersection of weak layers and slope changes with an increase in slope height when analyzing the response law of the double weak layer characteristic slope under an earthquake. The acceleration amplitude and velocity change degree of monitoring point 3# with double weak layers are more noticeable than that of monitoring point 2#. The response law of the down-slope under an earthquake is related to the dip angle, thickness, number, and location of weak layers. Therefore, the coupling effect of earthquake and weak layer characteristics on slope stability should be thoroughly considered in the process of slope treatment and protection.
- weak layer /
- dip slope /
- earthquake action /
- response law

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图 1 抚顺西露天矿全貌

Figure 1. Aerial view of Fushun West open-pit mine

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图 2 E2000平面图

Figure 2. Floor plan of E2000

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图 3 斜坡计算模型

Figure 3. Schematic view of the slope calculation model

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图 4 水平地震动加速度时程曲线

Figure 4. Time history curve of horizontal seismic acceleration

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图 5 不同倾角监测点2#的加速度和速度时程曲线

Figure 5. Time history curves of acceleration and velocity at monitoring point 2# with different dip angles

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图 6 不同厚度监测点2#的加速度和速度时程曲线

Figure 6. Time history curves of acceleration and velocity at monitoring point 2# with different thicknesses

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图 7 双弱层不同倾角监测点2#的加速度和速度时程曲线

Figure 7. Time history curves of acceleration and velocity at monitoring point 2# with different dip angles for double weak layer

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图 8 双弱层不同倾角监测点3#的加速度和速度时程曲线

Figure 8. Time history curves of acceleration and velocity at monitoring point 3# with different dip angles in double weak layer

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图 9 双弱层不同厚度监测点2#的加速度和速度时程曲线

Figure 9. Time-history curves of acceleration and velocity at monitoring point 2# with different thicknesses in double weak layer

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图 10 双弱层不同厚度监测点3#的加速度和速度时程曲线

Figure 10. Time history curves of acceleration and velocity at monitoring point 3# with different thicknesses of double weak layer

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表 1 岩体材料力学参数

Table 1. Mechanical parameters of rock mass materials

介质	密度 $ \rho $（kg/m³）	弹性模量 $ E $（GPa）	泊松比 $ \mu $	粘聚力 $ C $（MPa）	内摩擦角 $\varphi$	抗拉强度 $ {\sigma _r} $（MPa）
岩体	2900	10	0.20	0.20	39.0	3.5
软弱夹层	2400	1.076	0.30	0.22	21.6	0.75

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