地震作用下锚杆支护边坡动力响应

郝建斌; 郭进扬; 张振北; 李金和

地震作用下锚杆支护边坡动力响应

长安大学地质工程与测绘学院, 陕西西安 710054

基金项目:

国家自然科学基金项目 41102177

国家自然科学基金项目 41472266

国家自然科学基金项目 41440021

详细信息

作者简介:
郝建斌(1975-), 女, 山西武乡人, 长安大学副教授, 工学博士, 从事岩土工程研究

中图分类号: U416.14
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出版历程
- 收稿日期: 2017-02-05
- 刊出日期: 2017-06-25

Dynamic response of anchors-supported slope under earthquake

School of Geology Engineering and Geomatics, Chang'an University, Xi'an 710054, Shaanxi, China

More Information

Author Bio:
HAO Jian-bin(1975-), female, associate professor, PhD, +86-29-82339356, dcdgx28@chd.edu.cn

摘要

摘要: 为研究填土边坡锚杆的动力响应特征与失效模式, 进行了锚杆格构支护土质边坡振动台模型试验, 采用正弦激励, 分别对边坡的加速度和锚杆的轴向应变进行了监测。分析结果表明: 在同一振动频率下, 锚杆轴向动应变幅值随加速度峰值的增大而增大; 加速度峰值较小时, 应变基本在固定正负值之间往复循环, 边坡处于稳定状态; 随着加速度峰值增大, 锚杆的最大与最小应变不再稳定, 但变化不是很大, 边坡仍处于稳定状态; 当加速度峰值达到破坏峰值时, 锚杆轴向应变不再具有规律性, 滑面处锚杆轴向应变突变最明显, 滑体与稳定体之间发生明显的相对位移。加速度峰值较小时, 中下层锚杆轴向应变较大, 中层锚杆应变约为顶层锚杆应变的2倍; 随着加速度峰值的增大, 顶层锚杆轴向应变逐渐变大, 主要由中上层锚杆承受荷载; 当加速度峰值达到破坏峰值时, 各层锚杆的动应变最大值急剧增大, 中层锚杆应变变化幅度最大, 振动过程中滑体与滑床之间出现明显分离, 锚杆被拔出。可见, 传统的边坡锚杆设计思想“强腰固脚”适合于地震设防烈度较小地区, 对于设防烈度较大地区, 锚杆设计时需适当增加上层锚杆和腰部锚杆的锚固长度。
- 边坡 /
- 锚杆 /
- 格构梁 /
- 动力响应 /
- 振动台模型试验 /
- 正弦波
Abstract: In order to investigate the dynamic response characteristic and failure mode of anchor in a soil-filled slope, a shaking table mode experiment on clathrate anchors-supported soil slopes was carried out. Sinusoidal motions were used as the incident waves, and the acceleration of slope and the axial strain of anchor were monitored. Analysis result shows that under the same vibration frequency, the axial strain amplitude of anchor increases with the increase of peak acceleration. When the peak acceleration is low, the slope is stable, and the strains of anchors recirculate between a positive value and a negative value. The maximum and minimum strains of anchor are unstable and change slightly with the increase of the peak acceleration, but the slope is still stable. When the peak acceleration reaches to the rupture limit, the axial strains of anchors are no longer regular, and the axial strains of key points on the sliding surface greatly and suddenly change, and the relative displacement is very obvious between the sliding body and the stable body. When the peak acceleration is less, the strains of middle and lower anchors are larger, and the strains of middle anchors are about two times as much as the value of top anchor. When the peak acceleration increases, the strains of top anchors gradually increase, and the middle andupper anchors bear loads mainly. When the peak acceleration reaches to the rupture limit, the maximum dynamic strains of anchors increase sharply, and the changing amplitudes of strains of middle anchors are greatest, a clear gap shows between the sliding body and the sliding bed, and the anchors are pulled out. Obviously, the traditional design idea"strengthening slope waist and reinforcing slope toe"is suitable for the areas of low seismic fortification intensity, and the top and middle anchors should be lengthened properly in the areas of high seismic fortification intensity.
- slope /
- anchor /
- lattice beam /
- dynamic response /
- shaking table test /
- sinusoidal wave

HTML全文

图 1 边坡模型

Figure 1. Slope model

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图 2 锚杆应变片布置

Figure 2. Locations of strain gauges on anchors

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图 3 边坡PGA放大系数与加速度的关系

Figure 3. Relationships between slope PGA amplification coefficient and acceleration

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图 4 工况11下锚杆6自由段中点轴向动应变时程曲线

Figure 4. Axial dynamic strain time-history curve of middle point on free section of anchor 6^# under condition 11

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图 5 工况11下锚杆6锚固段中点轴向动应变时程曲线

Figure 5. Axial dynamic strain time-history curve of middle point on anchored section of anchor 6^# under condition 11

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图 6 工况11下锚杆6滑面处轴向动应变时程曲线

Figure 6. Axial dynamic strain time-history curve of point at sliding face on anchor 6^# under condition 11

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图 7 工况26下锚杆6自由段中点轴向动应变时程曲线

Figure 7. Axial dynamic strain time-history curve of middle point on free section of anchor 6^# under condition 26

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图 8 工况26下锚杆6锚固段中点轴向动应变时程曲线

Figure 8. Axial dynamic strain time-history curve of middle point on anchored section of anchor 6^# under condition 26

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图 9 工况26下锚杆6滑面处轴向动应变时程曲线

Figure 9. Axial dynamic strain time-history curve of point at sliding face on anchor 6^# under condition 26

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图 10 振动频率为5Hz时锚杆6的轴向最大应变曲线

Figure 10. Maximal axial strain curves of anchor 6^# under vibration frequency of 5Hz

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图 11 振动频率为10Hz时锚杆6的轴向最大应变曲线

Figure 11. Maximal axial strain curves of anchor 6^# under vibration frequency of 10Hz

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图 12 振动频率为15Hz时锚杆6的轴向最大应变曲线

Figure 12. Maximal axial strain curves of anchor 6^# under vibration frequency of 15Hz

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图 13 振动频率为20Hz时锚杆6的轴向最大应变曲线

Figure 13. Maximal axial strain curves of anchor 6^# under vibration frequency of 20Hz

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图 14 加速度峰值为0.2g时锚杆的轴向应变最大值曲线

Figure 14. Maximal axial strain curves of anchors under peak acceleration of 0.2g

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图 15 加速度峰值为0.4g时锚杆的轴向应变最大值曲线

Figure 15. Maximal axial strain curves of anchors under peak acceleration of 0.4g

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图 16 加速度峰值为0.6g时锚杆的轴向应变最大值曲线

Figure 16. Maximal axial strain curves of anchors under peak acceleration of 0.6g

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图 17 加速度峰值为0.8g时锚杆的轴向应变最大值曲线

Figure 17. Maximal axial strain curves of anchors under peak acceleration of 0.8g

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图 18 加速度峰值为1.0g时锚杆的轴向应变最大值曲线

Figure 18. Maximal axial strain curves of anchors under peak acceleration of 1.0g

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图 19 坡体破坏阶段锚杆的轴向应变最大值曲线

Figure 19. Maximal axial strain curves of anchors at break stage of slope

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图 20 试验锚杆

Figure 20. Test anchors

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表 1 加载工况

Table 1. Loading conditions

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表 2 破坏试验加载工况

Table 2. Loading condition of failure test

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