Failure Mechanism of Main Controlling Weak Structural Plane of Slope under Blasting Stress Wave
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摘要:
爆破强震扰动影响下受软弱结构面控制型边坡易出现滑移破坏，其破坏机制研究是滑坡灾害防护的重要内容.利用波函数解析方法建立了应力波入射岩-结构面-岩模型，分析了爆破P波透反射规律与软弱结构面应力响应，结合自主研发的爆破应力波扰动结构面剪切强度仪得到了抗剪强度劣化规律，构建结构面动应力与扰动后抗剪强度量化关系，提出结构面内部剪切强度失效模型.研究表明：计算模型的P波在两个界面产生的透射系数均随着入射角增加而降低；振动台加载后软弱结构面的剪切强度存在明显的劣化，加载振幅为0.2 mm时，内聚力由68.75 kPa降低至9.69 kPa.结合建立的剪切强度失效模型与试验得到的剪切强度劣化规律，确定振幅在0.15 mm内时软弱结构面的安全性可以得到保证.
Abstract:The slope controlled by weak structural plane is prone to slip failure under the influence of blasting strong earthquake disturbance, and its failure mechanism is an important part of landslide disaster protection. Combined with the self-developed blasting stress wave disturbance shear strength instrument of structural plane, the deterioration law of shear strength was obtained, the quantitative relationship between dynamic stress of structural plane and shear strength after disturbance was constructed, and the failure model of internal shear strength of structural plane was proposed. The study shows that the transmission coefficient of P wave generated by the calculation model at the two interfaces decreases with the increase of incident angle. After loading, the shear strength of the weak structural plane was obviously deteriorated. When the loading amplitude was 0.2 mm, the cohesion decreased from 68.75 kPa to 9.69 kPa. Combined with the established shear strength failure model and the shear strength degradation law obtained from the test, the safety of the weak structural plane can be guaranteed when the amplitude is within 0.15 mm.
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图 8 不同振幅剪应力与极限剪切强度对比
a.0.05 mm振幅加载; b.0.10 mm振幅加载; c.0.15 mm振幅加载; d.0.20 mm振幅加载
Fig. 8. Comparison of shear stress and ultimate shear strength with different amplitudes
表 1 岩屑夹泥型软弱结构面配比及粒径
Table 1. Proportion and particle size of mud⁃filled weak structural plane
试样 石英砂
2~4 mm蒙脱石
200目坡缕石
400目方解石
20目质量(g) 138 414 276 552 
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表 2 振动台输入参数
Table 2. Input parameters of shaking table
序号 时间(s) 振幅(mm) 1 5(250) 0.01 2 10(500) 0.05 3 15(750) 0.10 4 20(1 000) 0.15 5 25(1 250) 0.20
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表 3 剪切强度计算统计结果
Table 3. Statistical results of shear strength calculation
入射角度 σ(kPa) τ(kPa) τ5(kPa) τ10(kPa) τ15(kPa) τ20(kPa) τ25(kPa) 0° 9.22 1.43 71.44 63.92 53.30 39.31 30.54 10° 9.1 1.84 71.41 63.89 53.26 39.28 30.51 20° 8.91 2.26 71.35 63.84 53.21 39.22 30.46 30° 8.67 2.58 71.28 63.77 53.14 39.16 30.40 40° 8.88 2.91 71.34 63.83 53.20 39.22 30.45 50° 8.29 3.06 71.17 63.66 53.03 39.06 30.30 60° 7.34 2.95 70.89 63.40 52.75 38.80 30.05 70° 5.62 2.46 70.39 62.92 52.25 38.33 29.59 80° 3.17 1.5 69.68 62.23 51.55 37.66 28.94 90° 0 0 68.75 61.35 50.63 36.80 28.10
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表 4 各频率下控制振动速度
Table 4. Control vibration velocity at different frequencies
频率(Hz) 10 30 50 70 100 控制速度
(cm/s)0.7 2.0 3.3 4.7 6.7
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