One-dimensional compression theoretical model for shield foam-conditioned coarse-grained soil considering influences of gradation
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摘要: 盾构渣土在带压情况下会产生孔隙压力，能一定程度上平衡开挖面前方水压力，降低地下水入渗水平，因此盾构渣土一维压缩计算对指导盾构安全掘进具有重要意义。为此，基于波义耳定律和不连续颗粒堆积理论，建立考虑级配参数和渣土改良参数影响的泡沫改良粗粒土一维不排水压缩作用下孔隙压力计算模型。根据泡沫改良土的变形特征，提出初始压缩模量Es的计算方法，建立泡沫改良土压缩计算模型。进一步地，将泡沫改良土压缩计算模型引入孔压计算模型，提出孔压简便计算模型。为验证一维不排水压缩作用下孔压与压缩计算模型的可靠性，采用自主设计的大型压缩仪对不同级配的泡沫改良粗粒土进行不排水一维压缩试验，获取孔压与压缩实测值。实测值与计算值的对比结果表明，建立的孔压模型和压缩模型能较好的描述不同级配下泡沫改良土的孔压和压缩变化规律，泡沫注入比和土体级配参数均会对泡沫改良土的孔隙压力产生明显影响。Abstract: Under the state of chamber pressure, the pore pressure of conditioned soil will be generated, and it can balance the water pressure in front of the excavation to reduce the level of groundwater infiltration. Therefore, one-dimensional compression calculation of conditioned soil is of great significance for guiding the safe excavation of shield. Therefore, based on the Boyer' s law and the discontinuous particle accumulation theory, the model for calculating the undrained pore pressure considering gradation parameters and soil-conditioning parameters is established. According to the deformation characteristics of foam-conditioned soil, the method for the initial compression modulus Es is proposed, and the compression model for the foam-conditioned soil is established. Furthermore, the compression model is introduced into the pore pressure model, and a simple model for the pore pressure is proposed. In order to verify the reliability of the proposed model for the pore pressure and compression, the undrained one-dimensional compression tests on the foam-conditioned coarse-grained soil with different gradations are carried out by using the self-designed large-scale compression devices, and the measured values of pore pressure and compression are obtained. The comparison between the measured and calculated values shows that the pore pressure model and compression model can describe the variation of the pore pressure and compression of foam-conditioned soil under different gradations. The foam injection ratio and gradation have a significant impact on the pore pressure of the foam-conditioned soil.
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图 3 压缩曲线计算值与实测值对比图
Figure 3. Comparison between calculated and measured values of compression curves
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图 4 孔隙压力计算值与实测值对比图
Figure 4. Comparison between calculated and measured values of pore pressure
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图 5 孔隙压力计算值与实测值对比图
Figure 5. Comparison between calculated and measured values of pore pressure
表 1 土样基本物理参数
Table 1 Basic physical parameters of various soil specimens
工况 d60/
mmCc Cu 干密度/
(g·cm-3)最大孔隙比 分类 1 1.3 1.5 10 1.632 0.809 SF 2 1.8 1.5 10 1.648 0.820 SW 3 2.3 1.5 10 1.621 0.877 SW 4 3.0 1.5 10 1.593 0.858 GW 5 4.0 1.5 10 1.623 0.854 GW 6 3.0 0.6 10 1.679 0.784 GP 7 3.0 2.4 10 1.489 0.908 GW 8 3.0 3.2 10 1.456 0.952 GP 9 3.0 4.0 10 1.402 0.990 GP 10 3.0 1.5 3 1.365 1.033 GP 11 3.0 1.5 5 1.493 0.917 GW 12 3.0 1.5 15 1.630 0.761 GW 13 3.0 1.5 25 1.695 0.737 SW 
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表 2 发泡及泡沫性能参数
Table 2 Foaming and performance parameters of foam
泡沫剂质量浓度/% 泡沫剂
密度/(g·cm-3)发泡压力/
MPa发泡倍率 半衰期/
min3 1.08 0.3 11 16
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表 3 不同级配泡沫改良土的初始孔隙比与饱和度
Table 3 Initial void ratios and saturations of foam-conditioned soils with different gradations
Cc=1.5, Cu=10 d60=3 mm, Cu=10 d60=3 mm, Cc=1.5 d60/mm e0 Sr Cc e0 Sr Cu e0 Sr 1.3 0.935 0.2853 0.6 0.985 0.2683 3 1.488 0.1785 1.8 1.027 0.2589 1.5 1.136 0.2340 5 1.251 0.2123 2.3 1.095 0.2429 2.4 1.219 0.2182 10 1.136 0.2340 3.0 1.136 0.2340 3.2 1.282 0.2074 15 1.006 0.2644 4.0 1.289 0.2061 4.0 1.383 0.1923 25 0.905 0.2938
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表 4 不同级配试样粒度分布宽度
Table 4 Grain-size distribution widths of specimens with different gradations
Cc=1.5, Cu=10 d60=3 mm, Cu=10 d60=3 mm, Cc=1.5 d60/mm m Cc m Cu m 1.3 1.139 0.6 1.328 3 1.036 1.8 1.188 1.5 1.244 5 1.153 2.3 1.218 2.4 1.492 10 1.244 3.0 1.244 3.2 1.579 15 1.291 4.0 1.296 4.0 1.594 25 1.297
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表 5 不同竖向压力作用下泡沫改良土体积变形量∆V
Table 5 Volume deformations of foam-conditioned soils under different vertical pressures
轴压/
kPaCc=1.5, Cu=10 d60=3 mm, Cu=10 d60=3 mm, Cc=1.5 d60/mm Cc Cu 1.3 1.8 2.3 3 4 0.6 1.5 2.4 3.2 4 3 5 10 15 25 50 32.6 30.7 28.4 25.6 32.6 25.2 25.6 29.1 28.1 29.1 31.6 31.9 25.6 25.5 24.6 100 47.9 44.5 40.5 36.2 47.9 34.2 36.2 41.1 40.0 41.0 45.4 46.0 36.2 35.5 34.8 200 58.2 54.5 49.3 43.4 58.2 41.0 43.4 49.7 48.2 49.6 54.4 57.7 43.4 42.4 41.5
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