Physical and mechanical properties of expansive soil stabilized with multi-industrial solid wastes
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摘要: 为了提升膨胀土的强度特性和工程特性，并消纳多元典型工业固废，本研究探索了基于工业固废资源化的膨胀土改良技术。研究采用高炉矿渣粉、磷石膏、粉煤灰、硅灰以及钢渣微粉等5种工业固废作为膨胀土改良剂，选取0%，5%，10%及15%共计4种改良剂掺量，依次测定了改良膨胀土物理力学指标，分析了工业固废改良剂种类、掺量等对膨胀土性能的影响规律。研究结果表明：5种工业固废改良剂均能减小膨胀土的可塑性范围，高炉矿渣粉改良效果最佳，塑性指数降幅达71.53%；当改良剂掺量达到10%时，所有改良膨胀土基本达到非膨胀土标准；工业固废的掺入有效降低了膨胀土的自由膨胀率和体缩率，高炉矿渣粉改良膨胀土的自由膨胀率和体缩率的降幅分别为49.37%和83.82%，硅灰改良膨胀土的自由膨胀率和体缩率的降幅分别为61.58%和80.33%，各改良剂掺量与膨胀土胀缩特性之间呈显著线性关系；随着改良剂掺量的增加，最大干密度逐步增加，最大干密度和最佳含水率与改良剂掺量之间呈显著相关性，为膨胀土改良技术提供了二次多项式量化模型。工业固废改良剂显著提高了膨胀土的强度，高炉矿渣粉改良土抗压强度提升最大，硅灰和钢渣微粉次之，磷石膏和粉煤灰较差；固废改良膨胀土的承载力均高于原状膨胀土，高炉矿渣粉和硅灰改良土的CBR值大幅提高，展现出良好的承载能力。研究成果有望为膨胀土改良技术的创新发展提供理论支撑，推动膨胀土改良技术的精细化、可持续化进程，进一步促进工业固废在土木工程领域的资源化利用。Abstract: To enhance the strength characteristics and engineering properties of expansive soils while utilizing multiple typical industrial solid wastes, this study explores an improvement technique for expansive soils based on the resource utilization of industrial solid wastes. The research employed five types of industrial solid wastes—blast furnace slag powder, phosphogypsum, fly ash, silica fume, and steel slag micro-powder—as soil amendments. Four dosage levels of 0%, 5%, 10%, and 15% were selected for each amendment. The physical property indicators, strength characteristics, and engineering property indicators of the improved expansive soils were measured. The influence of the type and dosage of industrial solid waste amendments on the performance of expansive soils was analyzed. The results show that the addition of all five industrial solid waste amendments reduced the plasticity range of the expansive soil, with blast furnace slag powder demonstrating the most significant improvement, achieving a 71.53% reduction in the plasticity index. When the amendment dosage reached 10%, all improved expansive soils essentially met the criteria for non-expansive soils. The incorporation of industrial solid wastes effectively reduced the free swell rate and volumetric shrinkage rate of the expansive soil. The free swell rate and the volumetric shrinkage rate decreased by 49.37% and 83.82% for blast furnace slag powder, respectively. The free swell rate and the volumetric shrinkage rate decreased by 61.58% and 80.33% for silica fume, respectively. A significant linear relationship was observed between the amendment dosage and the swell-shrink characteristics of the expansive soil. As the amendment dosage increased, the maximum dry density gradually rose, and both the maximum dry density and optimum moisture content exhibited a significant linear correlation with the amendment dosage, providing a quadratic polynomial quantitative model for expansive soil improvement technology. The industrial solid waste amendments significantly enhanced the strength of the expansive soil, with blast furnace slag powder showing the greatest improvement in compressive strength, followed by silica fume and steel slag micro-powder, while phosphogypsum and fly ash performed relatively poorly. The bearing capacity of all solid waste-improved expansive soils was higher than that of the untreated soil, with the California Bearing Ratio (CBR) values of blast furnace slag powder- and silica fume-improved soils increasing remarkably, demonstrating excellent load-bearing capacity. The research findings are expected to provide theoretical support for the innovative development of expansive soil improvement technology, promote the refinement and sustainability of such techniques, and further advance the application of industrial solid waste resource utilization in civil engineering.
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图 3 膨胀土试样的红外光谱测试结果
Figure 3. Infrared spectral test results of expansive soil specimens
图 5 工业固废改良土性能指标测试流程
Figure 5. Industrial solid waste improved soil performance indicator test procedure
图 6 不同改良膨胀土样的界限含水率
Figure 6. Boundary water content of different modified expansive soil samples
图 7 不同改良膨胀土样的自由膨胀率及体缩率
Figure 7. Free expansion and body shrinkage of different modified expansive soil samples
图 8 不同改良膨胀土样的最大干密度和最佳含水率
Figure 8. Maximum dry density and optimum water content of different modified expansive soil samples
图 9 不同改良膨胀土样的无侧限抗压强度
Figure 9. Unconfined compressive strength of different modified expansive soil samples
图 11 不同改良膨胀土样的内摩擦角
Figure 11. Angle of internal friction for different modified expansive soil samples
图 12 不同改良膨胀土样的贯入量与单位压力关系曲线
Figure 12. Penetration versus unit pressure curves for different modified expansive soil samples
表 1 膨胀土基本物理性能指标
Table 1. Basic physical properties of expanded soil
天然含水率/% 天然密度/(g·cm−3) 干密度/(g·cm−3) 液限/% 塑限/% 塑性指数 压缩系数/MPa−1 压缩模量/MPa 24.7 2.01 1.52 48.86 22.24 26.62 0.20 8.6 
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表 2 不同改良膨胀土土样的最大干密度拟合曲线
Table 2. Fitted curves of maximum dry density of different modified expansive soil samples
土样 拟合关系式 R2 高炉矿渣
改良土$y = 1.5 \times {10^{ - 4}}{x^2} + 0.005x + 1.582$ 0.999 磷石膏改良土 $y = - 2.6 \times {10^{ - 5}}{x^2} + 0.0069x + 1.589$ 0.997 粉煤灰渣
改良土$y = - 6.25 \times {10^{ - 5}}{x^2} + 0.006x + 1.592$ 0.999 硅灰
改良土$y = 2.82 \times {10^{ - 4}}{x^2} + 0.002x + 1.606$ 0.999 钢渣微粉
改良土$y = - 2.6 \times {10^{ - 5}}{x^2} + 0.007x + 1.589$ 0.997
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表 3 不同改良膨胀土土样的最佳含水率拟合曲线
Table 3. Optimal water content fitting curves for different modified expansive soil samples
土样 拟合关系式 R2 高炉矿渣改良土 $y = - 0.021{x^2} + 0.060x + 21.070$ 0.999 磷石膏改良土 $y = - 0.003{x^2} - 0.141x + 20.293$ 0.994 粉煤灰改良土 $y = - 0.002{x^2} - 0.0045x + 18.228$ 0.997 硅灰改良土 $y = - 0.011{x^2} - 0.074x + 20.833$ 0.998 钢渣微粉改良土 $y = - 0.003{x^2} - 0.141x + 20.093$ 0.995
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