Non-isothermal coupled effects of bound water content and permeability in sand and clay
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摘要: 土体结合水性质、渗透性及温度之间的耦合关系，很大程度上决定了土体的温度-渗流-应力耦合行为。开展了非等温条件下饱和土的结合水含量及渗透性试验研究，以揭示温度变化对不同粒径和黏粒含量土体吸附结合水含量和渗透系数的影响机制。研究表明，温升可导致土体吸附结合水含量显著降低，且结合水含量-温度关系显著依赖于颗粒粒径和黏粒含量。由于土粒间的相互作用及结构性效应依赖于黏粒含量及温度，成型砂土/低含黏土和黏土/高含黏土样结合水含量分别不同程度地高于和低于散状土样。同时，温度升高将引起土体渗透系数不同程度的增大，这与升温下自由水运动黏度和吸附结合水含量的降低等因素密切相关，这些因素的作用程度又依赖于黏粒含量和土体孔隙率。在非等温条件下，忽略结合水效应将分别高估和低估低黏粒含量和高黏粒含量土体的渗透性随温度的变化。Abstract: The couplings among characteristics of bound water, permeability of soils and temperature largely determine the thermal-hydraulic-mechanical behavior of soils. To study the bound water content and the permeability of soils under non-isothermal conditions, the temperature-controlled laboratory measurements of the bound water content in saturated sand, clay and sand-clay mixtures, combined with the corresponding permeability tests, are carried out in this study based on the bulk density method. It is shown that temperature elevation leads to remarkable decreases of the bound water content, largely depending on the soil particle size and the clay content. The bound water contents under different temperatures measured for the packed soil samples with low and high clay contents are obviously higher and lower than those measured for the samples of dispersed soil particles, respectively, due to the interactions and structures among soil particles. The increases of soil permeability with the temperature elevation are also observed in the tests, which are highly related to the heating-induced and clay-content-dependent decreases of the free-water kinematic viscosity and the bound water content. The thermally induced changes of permeability can be overestimated for the soils with low clay contents and underestimated for those with high clay contents if ignoring the effects of bound water.
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Keywords:
- saturated soil /
- bound water content /
- temperature /
- coefficient of permeability /
- clay content
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图 1 温控土体结合水-渗透系数测试装置示意图
Figure 1. Temperature-controlled devices for combined tests on bound water content and coefficient of permeability
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图 2 散状砂土及黏土试样吸附结合水含量与温度的关系
Figure 2. Relationships between absorbed bound water content and temperature for dispersed samples of sand and clay
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图 3 散状硅砂及膨润土吸附结合水含量与颗粒粒径关系
Figure 3. Relationships between absorbed bound water content and particle size for dispersed samples of bentonite and siliceous sand
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图 4 含10%黏土砂土(a)及纯黏土(b)结合水含量随温度变化
Figure 4. Variations of bound water content with temperature for packed (a) sand samples with clay of 10% and (b) pure clays
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图 5 细砂-黏土混合土样结合水含量-温度关系
Figure 5. Relationships between bound water content and temperature for fine sand-clay mixtures
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图 6 不同温度下黏粒含量对细砂结合水含量的影响
Figure 6. Effects of clay content on bound water content of fine sands at different temperatures
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图 7 非等温条件下细砂渗透系数
Figure 7. Coefficients of permeability under non-isothermal conditions
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图 8 干密度对不同温度下含10%黏粒细砂渗透系数的影响
Figure 8. Effects of dry density on coefficient of permeability of fine sand with clay of 10% at different temperatures
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图 9 实测渗透系数与孔隙水等效运动黏度及孔隙率的关系
Figure 9. Relationship among coefficient of permeability and porosity of soils and equivalent kinematic viscosity of pore water
表 1 试验用不同砂样粒径
Table 1 Sand particles used in tests grouped according to size
类别 粗砂 中砂 细砂 粉砂 粒径/mm 0.6~1 0.355~0.5 0.15~0.2 0.038~ 0.15 (石英砂)
0.038~ 0.018 (硅微粉)相对质量密度 2.609 2.602 2.616 2.660 
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表 2 试验工况汇总表
Table 2 Details of testing conditions in this study
编号 组分 温度/℃ 干密度/(g·cm-3) D1~30 粗砂至粉砂、黏土 10~60 散状 P1~6 90%粗砂+10%黏土 10~60 1.53 P7~12 90%中砂+10%黏土 10~60 1.53 P13~18 90%粉砂+10%黏土 10~60 1.53 PS1~6 100%细砂 10~60 1.53 PS7~12 95%细砂+5%黏土 10~60 1.53 PS13~18 90%细砂+10%黏土 10~60 1.53 PS19~24 80%细砂+20%黏土 10~60 1.53 PS25~30 100%黏土 10~60 1.53 PS31~36 100%黏土 10~60 0.93 PS37~42 90%细砂+10%黏土 10~60 1.4 PS43~48 90%细砂+10%黏土 10~60 1.5 PS49~54 90%细砂+10%黏土 10~60 1.6 注：“D”代表散状土样吸附结合水试验，“P”代表成型土样吸附结合水试验，“PS”代表成型土吸附结合水+渗透性试验，干密度单位为g/cm3。
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表 3 试验温度下自由水和结合水密度
Table 3 Densities of free and bound water used in tests
单位: g/cm3 温度/℃ 10 20 30 40 50 60 自由水 0.998 0.998 0.996 0.992 0.988 0.983 结合水 1.308 1.3 1.291 1.281 1.272 1.261
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