Creep Characteristics of Frozen Sand-Concrete Interface Based on Ice Content
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摘要:
保证高含冰量冻土区桩基础的长期稳定性是多年冻土区桥梁桩基础安全服役中的关键问题，为研究含冰量对冻土-混凝土接触面蠕变特性的影响，采用自行研制的大型蠕变剪切仪，在−2 ℃条件下开展含冰量为6%、12%、16%、23%、36%、60%、80%的冻结砂土与混凝土接触面蠕变试验. 试验结果表明：在恒定的剪应力作用下，除含冰量为6%试样出现加速蠕变外，其他试样仅出现衰减蠕变及稳定蠕变2个阶段；随含冰量的增大，试样黏性变形占比增大，含冰量为80%试样的黏性变形超过总变形量的80%；稳定蠕变速率受到干密度及含冰量的综合影响，含冰量为16%时稳定蠕变速率最小；Burgers黏弹性模型能较好地模拟高含冰量冻结砂土-混凝土接触面蠕变曲线；随着含冰量的增大，初始剪切模量和稳定蠕变阶段黏滞系数先增大后减小，初始蠕变阶段的渐进剪切模量呈幂函数减小，初始蠕变阶段黏滞系数呈幂函数增大.
Abstract:Ensuring the long-term stability of the pile foundation in ice-rich frozen soil areas is the key to the safe use of bridge pile foundations in permafrost areas. In order to analyze the influence of ice content on the creep characteristics of the frozen sand-concrete interface, the creep tests of the frozen sand-concrete interface with ice content of 6%, 12%, 16%, 23%, 36%, 60%, and 80% were carried out under −2 ℃ by using self-designed large-scale shear apparatus. According to the test results, except for the accelerated creep of the specimen with 6% ice content, other specimens only experience decay creep and stable creep stages under constant shear stress. With the increase in ice content, the proportion of viscous deformation in the specimen increases, and the viscous deformation in the specimen with 80% ice content exceeds 80% of the total deformation. The stable creep speed is affected comprehensively by the dry density and ice content and is the lowest when the ice content is 16%. Burgers viscoelastic model can simulate the creep curve of frozen sand-concrete interface with high ice content better. With the increase in ice content, the initial shear modulus and viscosity coefficient at the stable creep stage increase first and decrease then. The progressive shear modulus at the initial creep stage decreases exponentially, and the viscosity coefficient at the initial creep stage increases exponentially.
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Key words:
- ice-rich frozen soil /
- frozen sand /
- interface /
- creep test /
- viscoelastic model
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图 1 混凝土试块表面粗糙度设计（单位：cm）
Figure 1. Surface roughness design of concrete test block （unit: cm）
图 5 瞬时变形、总变形与含冰量曲线
Figure 5. Curves of instantaneous deformation and total deformation versus ice content
图 9 含冰量、干密度与稳定蠕变速率曲线
Figure 9. Curves of ice content and dry density versus stable creep speed
图 11 接触面试验及Burgers模型拟合曲线
Figure 11. Curves of interface test and Burgers model fitting
图 12 Burgers模型参数与含水率曲线
Figure 12. Curves of Burgers model parameters and water content
表 2 蠕变试验条件
Table 2. Creep test conditions
试验温度/℃ 土样含
冰量/%质量比（干砂∶冰∶水） 干密度/
（g·cm−3）法向应力/kPa 剪切应力/kPa −2 6 100∶0∶6 1.82 150 110.4 12 100∶0∶12 1.87 16 100∶6∶10 1.75 23 100∶13∶10 1.61 36 100∶26∶10 1.47 60 100∶50∶10 1.25 80 100∶70∶10 1.05 
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