Large-scale triaxial test analysis on geocell-reinforced effect of coarse-grained soil under freeze-thaw cycles
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摘要:
以粗粒土填料在高寒山区的应用为研究背景，分析了冻融循环条件下土工格室加筋粗粒土的加筋效果，开展了土工格室未加筋粗粒土、土工格室加筋粗粒土冻融循环试验和大型三轴不固结不排水压缩试验。试验数据分析表明：①相比于土工格室未加筋土，土工格室加筋效果在应变大于2%时比较显著；②随着冻融循环次数的增加，相比于土工格室未加筋粗粒土，土工格室加筋粗粒土的剪切强度、弹性模量、黏聚力整体均呈现降低的趋势，且降低趋势较大，但两者的内摩擦角相差较小，差值最大为2.08°；③引入加筋效果系数，表征冻融循环次数对土工格室加筋土体强度的影响。分析结果发现，随着冻融循环次数的增加（在15次以内），土工格室加筋效果呈现降低趋势，但仍表现出一定的加筋效果。
Abstract:Objective Focusing on the application of coarse-grained soil fillings in alpine mountainous regions, this study aims to analyze the reinforcing effect of geocell-reinforced coarse-grained soil under freeze-thaw cycles.
Methods Cyclic freeze-thaw tests and large-scale triaxial unconsolidated-undrained (UU) compression tests were conducted on both geocell-reinforced and unreinforced coarse-grained soil.
Results The results show that the reinforcing effect of the geocell is significant when the axial strain exceeds 2%, compared to unreinforced coarse-grained soil. However, the shear strength, elastic modulus, and cohesion of the geocell-reinforced coarse-grained soil generally decrease as the number of freeze-thaw cycles increases, while the difference of the internal friction angle between the geocell-reinforced and unreinforced coarse-grained soil is small, with a maximum of value 2.08°. Therefore, by introducing the reinforcing effect coefficient, it is proven that the geocell reinforcement effect can be well quantified.
Conclusion It is concluded that the geocell still demonstrates a certain reinforcing effect with an increase within 15 freeze-thaw cycles, although the reinforcement effect of the geocell decreases with the increase in freeze-thaw cycles.
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图 3 土料颗粒级配曲线（Cu. 均匀系数；Cc. 曲率系数）
Figure 3. Particle grading curve of the coarse-grained soil
图 4 土工格室(a)及素土试样筒(b)
Figure 4. Geocell (a) and specimen tube of coarse-grained soil (b)
图 6 格室土试样筒(a)及制备完成的试样(b)
Figure 6. Specimen tube of geocell reinforced coarse-grained soil (a) and prepared specimen (b)
图 7 冻融时间曲线(a)及不同冻融循环次数、不同围压下的格室土和素土应力−应变曲线(b～h)（ε0. 为假设应力−应变曲线重合所对应的应变值）
Figure 7. Freezing and thawing time curves (a) and stress-strain curves of reinforced and unreinforced soils under different freeze-thaw cycles and confining pressures (b-h)
图 8 不同围压下0，5，15次冻融循环的格室土和素土应力−应变曲线
Figure 8. Stress-strain curves of reinforced and unreinforced soils under 0, 5, 15 freeze-thaw cycles and varying confining pressures
图 9 格室土和素土剪切强度与冻融循环次数关系
Figure 9. Relationship between freeze-thaw cycles and shear strength of reinforced and unreinforced soils
图 10 强度加筋效果系数Rσ与冻融循环次数、围压关系
Figure 10. Relationship between reinforced effect coefficient Rσ and freeze-thaw cycles and confining pressures
图 11 三轴试验破坏后的格室土(a)和素土(b)试样
Figure 11. Damaged specimens for reinforced (a) and unreinforced (b) coarse-grained soils after triaxial shearing
图 12 格室土和素土的弹性模量与冻融循环次数的关系
Figure 12. Relationship between elastic modulus and freeze-thaw cycles of reinforced and unreinforced coarse-grained soils
图 13 格室土和素土的弹性模量衰减系数与冻融循环次数的关系
Figure 13. Relationship between elastic modulus attenuation coefficient and freeze-thaw cycles of reinforced and unreinforced coarse-grained soils
图 14 格室土和素土的内摩擦角(a)、黏聚力(b)与冻融循环次数关系
Figure 14. Relationship between internal friction (a), cohesion (b) and freeze-thaw cycles of reinforced and unreinforced coarse-grained soils
表 1 土样的基本物理指标
Table 1. Physical properties of the coarse-grained soil specimen
最大干密度/(g·cm−3) 最优含水率/% 塑限/% 液限/% 塑性指数 2.25 7.57 13.55 21.98 8.43 
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