Tests on shear strength and failure mode of rubber particle-sand mixtures
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摘要: 由废旧轮胎回收橡胶颗粒与砂混合而成的橡胶-砂混合料具有密度低、变形能力强、阻尼高等诸多优点,将其应用于土木工程,是实现土木工程绿色可持续发展的重要途径之一。通过对橡胶-砂混合料进行固结不排水剪切试验,探讨了橡胶颗粒含量XC、粒径比d50, r/d50, s、相对密实度Dr、固结围压
σ′m 等因素对混合料抗剪性能的影响规律及其机理。研究结果表明：随XC的增加,混合料的破坏模式表现出由部分软化-剪胀向完全硬化-剪缩转变。总体来说,随橡胶颗粒的掺入量增加,混合土体(σ1−σ3)f 和内摩擦角均出现较明显下降,有效内摩擦角则会出现一定程度的提高,且橡胶粒径与砂越接近影响越明显,而Dr的增加可以显著改善混合料的抗剪强度特性。基于土骨架微观结构,初步解释了试验现象及其规律。Abstract: The recycled waste tire rubber particles mixed with sand have the advantages of low density, strong distortion-resistant capacity and high damping. The mixtures are becoming a kind of new geotechnical material, which realizes the sustainable development of civil engineering. In this study, the influence law and mechanism of the rubber content XC, particle size ratio of rubber and sand d50, r/d50, s, relative density Dr and confining pressure σ'm on the shear resistance of mixtures are evaluated by a series of consolidated undrained tests. The results show that the failure mode shows a transformation from partial softening-dilatancy to complete hardening-contraction with the increase of XC. In general, the increase of XC will lead to a significant decrease of (σ1-σ3)f and the internal friction angle, and an improvement of the effective internal friction angle to a certain extent. The closer the rubber particle size is to the sand, the more obvious the influence is. In addition, the increase of Dr can significantly improve the shear strength characteristics of the mixtures. Based on the micro-soil skeleton structure, the experimental phenomenon and its laws are preliminarily explained. -
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图 3 不同橡胶含量试样破坏状态（Dr = 50%）
Figure 3. Failure modes of rubber-sand mixtures under different conditions (Dr = 50%)
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图 4 不同相对密实度下粗砂-橡胶颗粒混合料试样破坏状态（XC = 10%,
σ′m = 100 kPa）Figure 4. Failure modes of rubber-coarse sand mixtures under different Dr (XC = 10%,
σ′m = 100 kPa)![]()
图 5 不同工况下橡胶-砂混合料应力-应变曲线
Figure 5. Stress-strain curves of rubber-sand mixtures under different conditions
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图 8 橡胶-砂混合料破坏偏差应力（Dr = 50%）
Figure 8. Values of
(σ1−σ3)f of rubber-sand mixtures (Dr = 50%)![]()
图 9 不同相对密实度橡胶-砂混合料破坏偏差应力
Figure 9. Values of
(σ1−σ3)f of rubber-sand mixtures under different Dr![]()
图 10 不同橡胶含量粗砂-橡胶颗粒混合料莫尔应力圆
Figure 10. Mohr's stress circles of rubber -coarse sand mixtures with different XC
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图 11 不同相对密实度粗砂-橡胶颗粒混合料莫尔应力圆
Figure 11. Mohr's stress circles of rubber-coarse sand mixtures with different Dr
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图 12 不同橡胶含量橡胶-砂混合料的内摩擦角
Figure 12. Internal friction angles of rubber-sand mixtures with different XC
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图 13 不同相对密实度下混合料的内摩擦角
Figure 13. Internal friction angle of rubber-sand mixtures with different Dr
表 1 橡胶-砂混合料基本物理特性指标
Table 1 Basic physical property indexes of rubber-sand mixtures
土样颗粒 粒径范围/mm 相对质量密度Gs 最大干密度ρmax/(g·cm-3) 最小干密度ρmin/(g·cm-3) 不均匀系数Cu 粗砂 0.5~2 2.65 1.824 1.489 1.855 中砂 0.25~0.5 2.66 1.662 1.321 1.129 细砂 0.075~0.25 2.67 1.623 1.373 1.546 橡胶颗粒 2~3 1.88 
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表 2 不排水剪切试验方案
Table 2 Undrained shear test conditions
橡胶含量XC/% 粒径比d50, r/d50, s 相对密实度Dr/% 固结围压 σ′m /kPa0 2.6, 8.6, 13.1 50 50, 100, 200, 300 10 2.6, 8.6, 13.1 50 50, 100, 200, 300 20 2.6, 8.6, 13.1 50 50, 100, 200 30 2.6, 8.6, 13.1 50 50, 100, 200 40 2.6, 8.6, 13.1 50 50, 100, 200 50 2.6, 8.6, 13.1 50 50, 100, 200 10, 30 2.6, 13.1 70, 90 50, 100, 200, 300 注： d50, r,d50, s分别表示橡胶与砂的平均粒径；橡胶含量XC指橡胶颗粒占土样总质量的百分比。
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表 3 橡胶-砂混合料抗剪强度
Table 3 Shears strength of rubber-sand mixed soil
橡胶含量XC/% 相对密实度Dr/% 黏聚力c/kPa 粗砂混合料 细砂混合料 10 50 0 0 70 50 250 90 76 350 30 50 0 0 70 36 125 90 45 180
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