Bearing characteristics of reinforced weathered material embankment with waste tyre grating
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摘要: 废旧轮胎具有高摩阻、高强度特性，对于加筋细粒土、风化料、软岩等路基具有良好的应用前景。为揭示竖向荷载作用下废旧轮胎格栅加筋路基承载特性并建立承载力计算方法，设计开展了加筋路堤室内加载试验，研究了不同加筋层数下废旧轮胎格栅加筋路堤承载特性及变形特性。试验结果表明：废旧轮胎格栅可有效提高路堤结构的整体性，减小其坡顶沉降与侧向位移，有效提升路堤的极限承载能力，最高可达70%；路堤内部应力沿深度方向逐渐衰减，且上层格栅承担应力明显大于下层格栅；对比格栅层数的影响，可知加筋层数越多，轮胎格栅的网垫效应越明显，应力集中现象减弱。根据试验结果分析，确定了废旧轮胎加筋风化料路基的极限承载力计算公式及参数。研究结果可为废旧轮胎格栅工程应用提供理论支撑。Abstract: Waste tyres have high friction resistance and high strength characteristics, and have good application prospects for reinforced fine-grained soil, weathered material, soft rock and other embankments. To reveal the bearing characteristics of reinforced embankment with waste tyre grating under vertical load and establish the calculation method of bearing capacity, we designed and carried out the indoor loading test of reinforced embankment, and studied the bearing characteristics and deformation characteristics of reinforced embankment with waste tyre grating under different number of reinforcing layers, and the results show that: scrap tyre grating can effectively improve the structural integrity of the embankment, and reduce the settlement and lateral displacement of the top of the slope and effectively enhance the ultimate bearing capacity of the embankment, up to 70%; embankment internal stress along the depth of the direction of gradual attenuation, and the upper layer of grating to bear the stress is obviously greater than the lower layer of grating; compared with the impact of the number of layers of grating, it can be seen that the more the number of reinforcing layers, the more obvious the effect of the tyre grating mesh pads, the phenomenon of stress concentration weakened. According to the analysis of the test results, the ultimate bearing capacity calculation formula and parameters of the waste tyre grating reinforced weathering material roadbed are determined, and the study results can provide theoretical support for the application of waste tyre grating engineering.
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Key words:
- waste tyre grating /
- embankment structure /
- bearing characteristics /
- calculation method
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图 4 路堤模型尺寸及监测元件布设设计图
Figure 4. Design drawing of embankment model dimensions and monitoring component layout
图 6 不同加筋层数对应路堤竖向荷载−沉降曲线
Figure 6. Vertical load–settlement curves of embankment with different reinforcement layers
图 8 不同加筋层数下路堤侧向变形
Figure 8. Lateral deformation of embankment under different reinforcement layers
图 9 废旧轮胎格栅−土体界面承载机理图
Figure 9. Bearing mechanism diagram of waste tire geogrid−soil interface
图 10 路堤内部土压力与荷载等级的关系
Figure 10. Relationship between internal earth pressure of embankment and load level
图 11 废旧轮胎格栅张拉膜效应示意图
Figure 11. Schematic diagram of tensile membrane effect of waste tire geogrid
图 12 路堤内部土压力沿深度变化规律
Figure 12. Variation law of internal earth pressure in embankment along depth
图 13 同一荷载水平下路堤内部应力在同一高度分布规律
Figure 13. Distribution law of internal stress in embankment at the same height under the same load level
图 14 路堤内部附加应力随加筋层数变化规律
Figure 14. Variation law of additional internal stress in embankment with the number of reinforcement layers
表 1 轮胎条带拉伸−应变值
Table 1. Tensile force-strain values of tire strips
应变/% 2 5 10 15 20 拉伸力/kN 2.5 5.3 10.9 16.7 21.5 
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表 2 静载条件下的试验工况
Table 2. Test conditions under static loading
加载方式 加载分
级数量每级荷载
增量/kN加筋层数 备注 路堤顶部竖向
分级加载8～12级 4.5 0 无加筋工况 1 2 3
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表 3 各加筋工况下极限承载力与对应沉降值
Table 3. Ultimate bearing capacity and corresponding settlement value under various reinforcement conditions
加筋条件 极限承载力/kPa 承载力提高幅度/%
（（Pi-P0）/P0×100%）对应沉降
/mm无加筋P0 350 0 8.159 一层加筋P1 450 28.57 11.256 二层加筋P2 550 57.14 15.856 三层加筋P3 600 71.43 14.084
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表 4 承载力计算参数
Table 4. Calculation parameters for bearing capacity
$ \Delta f_{1} $ $ \Delta f_{2} $ $ \Delta f_{3} $ fa/kPa B/m Z/m $ \gamma $/(kN∙m−1) $ \theta $/(°) TaB/MPa β/(°) K TaB/MPa β/(°) K 350 0.3 0.2 17.1 30 2.6 81.42 5 2.6 81.42 5
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