Study on the mechanism of dynamic stress and fault displacement in deep formations induced by seismic waves
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摘要: 借鉴弹性波动力学理论和爆破地震应力计算方法，结合地震波在岩层中的折射效应，以地震波加速度为基础数据，分析岩体在地震波作用下的受力。以汶川地震影响下的龙门山前陆盆地地下岩层的受力变形情况为例，通过计算分析和数值模拟，证实所用方法在求解分析地震波在各向同性岩石层间传播动力的可行性。同时验证汶川地震造成龙门山前陆盆地地下深部地层的断层破坏。Abstract: With reference to elastic wave dynamics theory and blasting seismic stress calculation method, combined with the refraction effect of seismic waves in the rock layer, the seismic wave acceleration is used as the basic data to analyze the force of the rock mass under the action of seismic waves. Taking the stress and deformation of the underground strata in Longmenshan foreland basin under the influence of Wenchuan earthquake as an example, the feasibility of the method in solving and analyzing the dynamic propagation of seismic waves in isotropic rocks is verified through calculation analysis and numerical simulation. At the same time, it was verified that the Wenchuan earthquake caused fault damage to the deep underground strata in the Longmenshan foreland basin.
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图 1 地震波在厚地层中的反射与透射
Figure 1. Reflection and transmission of seismic waves in thick formations
图 6 第7层质点2处的P波和S波应力影响
Figure 6. The influence of P-wave and S-wave stress at the particle #2 of the 7th layer
图 10 动力过程中的监测点位移
（a） 13个点的Z向位移；（b） 中间斜面监测点的X向位移
Figure 10. Displacement of monitoring point during dynamic process
（a） Z displacement of 13 points；（b） X displacement of monitoring point of middle slope
图 11 X-Z面监测的剪切应变变化
（a） 初始；（b） 500 step后；（c） 1000 step后；（d） 1500 step后；（e） 2000 step后；（f） 2500 step后；（g） 400000 step之后，即结束时
Figure 11. Shear strain change monitored by X-Z plane
（a） initial；（b） after 500 steps；（c） after 1000 steps；（d） after 1500 steps；（e） after 2000 steps； （f） after 2500 steps；（g） after 400000 steps, at the end
表 1 各地层的物理力学参数与围岩应力
Table 1. Physical mechanical parameters and surrounding rock stress of each layer
地层
序号厚度/m 密度/g·cm−3 剪切
模量G/GPa体积
模量K/GPa弹性
模量E/GPa内摩擦
角/°内聚力
C/GPa围岩
压力/MPa1 541.00 2.37 17.35 26.44 41.28 34.00 17.00 1.281 2 2441.00 2.60 18.26 28.91 44.90 38.48 15.49 7.628 3 870.00 2.65 21.63 32.02 52.09 39.75 14.32 9.933 4 1328.00 2.61 19.06 26.42 46.36 38.33 20.86 13.399 5 1735.00 2.61 15.77 25.54 39.12 37.25 12.22 17.928 6 1390.00 2.60 20.51 31.89 50.14 39.55 18.38 21.542 7 1584.00 2.55 11.73 20.36 29.24 35.57 9.30 25.581 8 111.00 2.63 16.88 24.92 40.73 35.67 14.88 25.873 
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表 2 监测点的主应力变化
Table 2. The change of principal stress at monitoring points
序号 最大主应力变化/Pa 最小主应力变化/Pa 1 19.2×107 5.4×107 2 9.8×107 1.3×107 3 6.2×107 1.2×107
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