Consolidation states of silty soils in tidal flats of Yellow River estuary by in-situ testing
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摘要: 黄河口泥沙快速堆积在河口一带，在波浪和潮波作用下，表层沉积物处于超固结状态，但试验中发现采用Casagrande作图法求取的黄河口粉质土先期固结压力往往偏大。为了了解黄河口粉质土固结状态、合理估算先期固结压力，在黄河口刁口流路三角洲叶瓣潮坪上，现场取土在试坑内配置了模拟黄河口快速沉积形成的流体状堆积物，利用原位测试手段(静力触探、十字板剪切试验和孔隙水压力测试)，并在长期观测基础上，对比研究了1.0 m深度范围内试坑和潮滩原状土体固结过程及固结状态。研究发现：黄河口快速沉积粉质土在自重作用下固结很快，固结完成后，土体强度随时间发展呈现不均匀增长，沿深度方向从上到下出现高-低-次高不均匀固结特征；历经16个月后，试坑和潮滩原状土体先期固结压力进一步提高，固结不均匀性和结构性不断增强。从试坑土体自重固结完成后的实际固结状态及原状土体物理性质指标来看，Casagrande作图法结果偏大，采用静力触探比贯入阻力法、十字板剪切试验不排水抗剪强度经验公式法估算的试坑和潮滩原状土体先期固结压力数值更为可靠；同时该方法为土体固结状态研究提供了新途径。Abstract: The sediments in the Yellow River estuary rapidly deposit in the estuarine area. Under the action of waves and tidal waves, the surface sediments are in an over-consolidated state. However, it is found that the pre-consolidation pressure of silty soils in the Yellow River estuary calculated by the Casagrande graphic method is usually too high. In order to find out the consolidation states and estimate the pre-consolidation pressure of silty soils reasonably, a series of tests are conducted on the tide flat of Diaokou delta lobe. The fluid sediments imitating the rapidly deposited seabed silts are made in situ, and then promptly filled into a one-meter deep pit excavated at the tide flat. Through the in-situ testing methods such as the static cone penetration tests, field vane shear tests and pore water pressure tests, on the basis of long-term observation, the consolidation processes and states of the undisturbed soils of the tidal flat and testing pit soils are studied in the range of 1.0 m in depth. It is shown that the consolidation speed of the rapidly deposited pit silty soils are very fast under the effective gravity stress, after consolidation compression is completed, the strength of such soils still increase unevenly with the development of time, exhibiting high-low-subhigh non-uniform consolidation characteristics along the depth. After 16 months, the pre-consolidation pressures of the undisturbed soils and testing pit soils further increase, the characteristics of non-uniform consolidation and structure are enhanced continuously. According to the actual consolidation states of the testing pit soils after the self-weight compression consolidation is completed and the indexes of physical and mechanical properties of the undisturbed soils, the results of the Casagrande graphic method are too great, so it is more reliable to estimate the pre-consolidation pressures of the undisturbed soils and testing pit soils by using the static cone penetration tests and field vane shear tests. Meantime such in-situ testing methods provide a new way to determine the consolidation states of soils.
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图 6 试坑及原状土体比贯入阻力Ps沿深度变化曲线
Figure 6. Curves of Ps between testing pit soils and undisturbed soils along depth
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图 1 一层饱和均质正常固结土体固结压力与比贯入阻力图
Figure 1. Consolidation pressures and Ps of one-layer saturated homogeneous soil
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图 2 一层饱和均质超固结土体固结压力与比贯入阻力图
Figure 2. Over-consolidation pressures and Ps of one-layer saturated homogeneous soil
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图 3 二层饱和均质正常固结土体固结压力与比贯入阻力图
Figure 3. Consolidation pressures and Ps of two-layers saturated homogeneous soils
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图 7 试坑及原状土体不排水抗剪强度沿深度变化曲线
Figure 7. Curves of Cu between testing pit soils and undisturbed soils along depth
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图 8 试坑及原状土体灵敏度变化曲线
Figure 8. Curve of St between testing pit soils and undisturbed soils along depth
表 1 原状土样与试坑土样物理力学性质指标表
Table 1 Mechanical properties of testing pit soils and undisturbed soils
试样 深度/m w/
%ρ/
(g·cm-3)e Sr Ip IL α1-2/
MPa-1Es1-2/
MPapcq/
kPaOCR 原状样 0.0~0.3 24.8 1.94 0.737 90 7.7 0.59 0.147 11.88 163.2 115.7 0.3~0.6 25.3 1.96 0.732 93 8.0 0.33 0.236 7.62 135.4 31.8 0.6~1.0 26.8 1.95 0.762 96 7.7 0.26 0.171 10.29 175.8 23.1 试坑样 0.0~0.3 26.4 1.92 0.784 92 8.0 0.91 0.206 8.68 75.8 54.9 0.3~0.6 28.0 1.91 0.806 94 7.5 0.88 0.251 7.19 51.9 12.6 0.6~1.0 29.1 1.92 0.793 98 7.8 0.59 0.218 8.24 65.5 8.9 
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表 2 用十字板不排水抗剪强度法估算试坑和原状土体先期固结压力和超固结比
Table 2 Estimated pre-consolidation pressures and overconsolidation ratios of tesing pit soils and undisturbed soils with Cu by FVST
深度/
cm试坑土体 原状土体 4月15日 16个月后 4月15日 16个月后 pc/kPa OCR pc/kPa OCR pc/kPa OCR pc/kPa OCR 30 6.76 2.39 16.52 5.92 16.89 6.05 37.14 13.31 60 6.90 1.24 19.78 3.54 32.24 5.78 60.59 10.86 90 11.29 1.35 28.65 3.42 34.58 4.13 53.15 6.35
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表 3 用十字板不排水抗剪强度法估算重塑试坑和原状土体固结压力和超固结比
Table 3 Estimated consolidation pressures and overconsolidation ratios of remoded soils with Cu by FVST
深度/
cm试坑土体 原状土体 4月15日 16个月后 4月15日 16个月后 pcr/kPa OCR pcr/kPa OCR pcr/kPa OCR pcr/kPa OCR 30 5.54 1.98 6.53 2.34 4.66 1.67 6.21 2.22 60 5.61 1.00 5.77 1.03 7.85 1.46 11.93 2.14 90 10.26 1.22 11.33 1.35 9.14 1.09 10.72 1.28
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表 4 用十字板不排水抗剪强度法估算试坑和原状土体结构强度
Table 4 Estimated structural strengths of testing pit soils and undisturbed soils with Cu by FVST
深度/
cm试坑土体 原状土体 4月15日 16个月后 4月15日 16个月后 ps/kPa pc/pcr ps/kPa pc/pcr ps/kPa pc/pcr ps/kPa pc/pcr 30 1.22 1.22 9.99 2.53 12.23 3.62 30.93 5.98 60 1.29 1.23 14.01 3.42 24.42 4.11 48.66 5.08 90 1.03 1.10 17.32 2.53 25.44 3.78 42.43 4.96
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表 5 用静力触探比贯入阻力法估算试坑和原状土体固结状态
Table 5 Estimated consolidation states of testing pit soils and undisturbed soils with Ps by SPT
深度/
cm试坑土体 原状土体 4月15日 16个月后 4月15日 16个月后 pc/kPa OCR pc/kPa OCR pc/kPa OCR pc/kPa OCR 10 3.78 4.06 22.95 24.68 35.55 38.23 47.26 50.82 20 5.92 3.18 19.51 10.49 28.89 15.53 43.20 23.23 30 4.79 1.72 20.53 7.36 33.73 12.09 25.44 9.12 40 4.85 1.30 11.84 3.18 12.52 3.37 10.66 2.87 50 6.20 1.33 10.15 2.18 6.87 1.48 8.40 1.81 60 6.65 1.19 15.79 2.83 9.90 1.77 13.20 2.37 70 7.84 1.20 17.09 2.62 16.16 2.48 21.09 3.24 80 9.81 1.32 21.26 2.86 21.82 2.93 24.93 3.35 90 27.63 3.30 22.62 2.70 36.88 4.41
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