Enhancement of compaction grouting on a compaction-grouted soil nail in sand
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摘要: 注浆压密效应是影响新型压密注浆土钉抗拔性能的一个重要因素。基于大型模型箱,开展了有压密效应和无压密效应的两组对比拉拔试验,研究了注浆压密效应对新型土钉性能的影响。另外,针对抗拔力随拉拔位移的演化规律,提出了抗拔力计算的双曲模型。研究表明：注浆压密效应对拉拔前期的抗拔力影响较大,而对最终抗拔力影响甚微。当土体条件发生变化时,注浆压密效应对抗拔力的影响取决于注浆压力,而非节泡直径。注浆压密效应引起的土体响应差异,其中包括垂直剪胀效应以及垂直和水平的挤压效应,是引起两种试验条件下抗拔力增加速率差异的根源。引入压缩模量和极限拉拔应力两个参数,建立的抗拔力计算双曲模型,可对新型压密注浆土钉的抗拔力进行有效计算。Abstract: The compaction grouting is an important factor in enhancing the performance of the newly developed compaction-grouted soil nail. Based on the self-developed large-scale model system, two series of pull-out tests with and without compaction grouting are carried out, and their results are compared to study the influences of compaction grouting on the enhancement of the pull-out force of the new soil nail. In addition, a hyperbolic model that can well describe the evolution of pull-out force with displacement is proposed. The study shows that: (1) The compaction grouting has significant influence on the pullout force within small pullout displacement, while it has small influence on the final pullout force. Moreover, when the soil conditions change, the compaction grouting (leading to soil densification) on the performance of soil nails depends on the grouting pressure rather than the diameter of the grout bulb. (2) The differences in soil responses caused by the compaction grouting, including vertical dilatation, the vertical and horizontal squeezing effects, are the main causes that lead to the difference in the increase rate of the pullout force of soil nails. (3) By introducing two parameters, the compression modulus and the ultimate pullout stress, a hyperbolic pullout model is proposed. After verification, the pullout forces can be calculated for the given diameter of grout bulb and pullout displacement.
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图 5 不同拉拔位移下的抗拔力之差
Figure 5. Difference in pullout forces at different pullout displacements
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图 6 不同注浆压力和饱和度时不同拉拔位移的抗拔力
Figure 6. Pullout forces at different pullout displacements under different grouting pressures and degrees of saturation
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图 7 注浆压力为800 kPa时竖向土压力变化
Figure 7. Variation of vertical soil pressure under grouting pressure of 800 kPa
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图 8 不同注浆压力下竖向土压力的增加
Figure 8. Increases of vertical soil pressure under different grouting pressures
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图 9 注浆压力为800 kPa时S6处的竖向土压力
Figure 9. Vertical soil pressure at S6 under grouting pressure of 800 kPa
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图 10 不同注浆压力下S6处竖向土压力的变化
Figure 10. Increase of vertical soil pressure at S6 under different grouting pressures
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图 11 注浆压力为800 kPa时S2-4处的水平土压力
Figure 11. Horizontal soil pressure at S2-4 under grouting pressure of 800 kPa
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图 12 不同注浆压力下S2和S4处水平土压力的变化
Figure 12. Increase of horizontal soil pressure at S2-4 under different grouting pressures
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图 14 拉拔应力与拔出位移的双曲线关系
Figure 14. Hyperbolic relationship of pullout stress and displacement
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图 15 无压密效应试验的抗拔力计算与试验结果
Figure 15. Comparison of calculated and experimental pullout forces without grouting
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图 16 有压密效应试验的抗拔力计算和试验结果
Figure 16. Comparison of calculated and experimental pullout forces with grouting
表 1 砂的矿物成分
Table 1 Mineral compositions of sand
矿物成分 石英 岩石碎片 锆石 钛铁矿 金红石 百分比 98.82% 0.8% 0.21% 0.11% 0.06% 
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