Experimental Study on Response of Strength Characteristics of Glacier Tills to Temperature in Southeast Tibet
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摘要: 为研究气候暖湿化条件下小冰期以来所形成的冰碛土内埋藏冰消融导致强度劣化机理，深入认识高寒区冰川泥石流起动过程，选取帕隆藏布流域天魔沟泥石流源区所采集的冰碛土作为研究对象；采用高精度温控三轴耦合试验系统进行剪切试验，研究冰碛土在不同温度条件下的剪切变形特征，分析温度对冰碛土变形破坏的影响机制，构建冰碛土多相介质强度破坏判据. 试验结果表明，冰碛土变形破坏受温度影响显著，-20 ℃时，冰碛土应变软化和剪切带破坏特征显著；随着温度升高，冰碛土逐渐表现出应变硬化和鼓胀破坏特征. 冰碛土的模量、峰值抗剪强度、内摩擦角和黏聚力均随温度升高而降低，且在-3~-5 ℃下降速率最快，而脆性指数随温度升高而增大. 引入Boltzmann函数对冰碛土抗剪强度参数与温度间的关系进行刻画，发现抗剪强度参数变化的特征温度在-4 ℃附近，并基于摩尔库伦强度准则构建了含有温度参数的冰碛土强度破坏准则.与传统含有构造冰的冻土相比，内部赋存埋藏冰的冰碛土强度主要由颗粒间接触提供，其更易受外界温度变化影响，土体强度对温度响应更为复杂.Abstract: The mechanism of soil strength deterioration caused by the melting of buried ice in glacier tills formed since the Little Ice Age under the climate warming and humidification is of great significance for deeply comprehending the initiation process of glacier debris flow. Taking the soil from the source of Tianmo gully debris flow in Parlung Tsangpo Basin as the research object, the high-precision temperature control triaxial coupling experimental system was used to study the shear deformation characteristics of glacier tills under different temperature conditions, analyze the influence mechanism of temperature on deformation and failure, and construct the strength failure criterion of this multiphase medium. The results show that the deformation and failure of glacier tills were significantly affected by temperature. At -20 ℃, the glacier tills showed strain softening and shear band failure characteristics, and the glacier tills gradually exhibited strain hardening and bulging failure characteristics with the increasing temperature. The modulus, peak shear strength, internal friction angle and cohesion decreased with the increase of temperature, and the rate was fastest at -3 to -5 ℃, while the brittleness index increased with temperature increasing. Boltzmann function was introduced to describe the relationship between shear strength parameters and temperature. Analyses show that the critical temperature of shear strength parameter variation was around -4 ℃. The strength failure criterion of glacier tills containing temperature parameters was constructed based on Mohr-Coulomb theory. Compared with frozen soil containing pore ice, the strength of glacier tills which contain buried ice is mainly provided by the contact between particles, which is easier to be affected by the change of external temperature, and the response of strength to temperature is more complex.
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图 1 研究区地理位置（a）；天魔沟物源冰碛垄（b）；冰碛土野外特征（c）
Fig. 1. Research region (a); moraine ridge of Tianmo gully (b); field characteristics of ice-containing glacier tills (c)
图 5 不同条件下冰碛土的q-ε曲线
a. σ3=50 kPa; b. T=‒10 ℃
Fig. 5. q-ε curves of ice-containing glacier tills under different test conditions
图 6 50 kPa围压下样品在不同温度条件下的破坏形态
Fig. 6. Destruction form of specimen at different temperature under 50 kPa confining pressure
图 7 -5 ℃温度环境下样品在不同围压作用下破坏形态
Fig. 7. Destruction form of specimen under different confining pressure at ‒5 ℃ condition
图 8 qmax和qmax/σ3随温度和围压的变化趋势
Fig. 8. Variation trend of qmax and qmax/σ3 with temperature and confining pressure
图 9 温度和围压对冰碛土qmax和qmax/σ3的影响
Fig. 9. Relationship between qmax and qmax/σ3 with temperature and confining pressure
图 10 不同试验组冰碛土的应力‒应变曲线特征参数
Fig. 10. Characteristic parameters of stress-strain curve under different test conditions
图 11 冰碛土抗剪强度指标与温度间的量化关系
Fig. 11. Relationship between shear strength index of ice-containing glacier tills with temperature
图 12 不同条件下试样剪切过程中围压液的温度变化
a. 不同温度；b. 不同围压
Fig. 12. Temperature change of confining fluid during loading under different test conditions
图 13 不同条件下剪切过程中围压液温度的变异系数
a. 不同温度；b. 不同围压
Fig. 13. Coefficient of variation of confining fluid temperature during loading under different test conditions
图 14 冰碛土与冻土的结构模型及破坏形态
a. 高温条件下的含冰冰碛土；b. 高围压状态下的含冰冰碛土；c. 传统冻土（于皓琳等，2013）
Fig. 14. Structural model and failure pattern of ice-containing glacier tills and frozen soil
表 1 天魔沟冰碛物主要物理指标
Table 1. Basic physical properties of the soil sample in Tianmo gully
比重
Gs天然密度
ρ (g·cm‒3)天然含水率
W(%)干密度
ρr (g·cm‒3)2.65 2.05 5.78 1.80 
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表 2 冰碛土温控三轴实验方案与结果
Table 2. Condition and results of the temperature control triaxial test
试验组别 样品编号 体积含冰量(%) 加载速率
(mm·min-1)围压
(kPa)温度
(℃)峰值强度
(kPa)内摩擦角(°) 黏聚力
(kPa)① TM1-1 50 0.42 50 ‒20 1 322.79 ② TM2-1 50 0.42 50 ‒10 898.47 34.85 208.60 TM2-2 100 1 087.03 TM2-3 200 1 362.71 TM2-4 400 1 848.16 ③ TM3-1 50 0.42 50 ‒5 529.72 31.68 139.82 TM3-2 100 892.74 TM3-3 200 879.82 TM3-4 400 1 361.74 ④ TM4-1 50 0.42 50 ‒4 462.89 18.35 76.61 TM4-2 100 119.48 TM4-3 200 468.74 TM4-4 400 486.95 ⑤ TM5-1 50 0.42 50 ‒3 136.60 5.84 46.63 TM5-2 100 134.78 TM5-3 200 103.18 TM5-4 400 208.43 ⑥ TM6-1 50 0.42 50 ‒2 87.12 11.58 15.93 TM6-2 100 103.95 TM6-3 200 85.20 TM6-4 400 256.56 ⑦ TM7-1 50 0.42 50 ‒1 3.72 1.11 1.01 TM7-2 100 3.82 TM7-3 200 17.60 TM7-4 400 17.64
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表 3 Boltzmann函数参数
Table 3. Boltzmann function parameters
强度参数 E1 E2 Tf Tr Adj.R φ(°) 34.65 5.68 ‒4.11 0.39 0.922 c(kPa) 209.67 0 ‒4.40 0.95 0.997
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