Study on strength properties and soil behaviour type classification of Huanghe River Delta silts based on variable rate piezocone penetration test
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Abstract: Fine-grained silt is widely distributed in the Huanghe River Delta (HRD) in China, and the sedimentary structure is complex, meaning that the clay content in the silt is variable. The piezocone penetration test (CPTu) is the most widely approved in situ test method. It can be used to invert soil properties and interpret soil behavior. To analyse the strength properties of surface sediments in the HRD, this paper evaluated the friction angle and its inversion formula through the CPTu penetration test and monotonic simple shear test and other soil unit experiments. The evaluation showed that the empirical formula proposed by Kulhawy and Mayne had better prediction and inversion effect. The HRD silts with clay contents of 9.2%, 21.4% and 30.3% were selected as samples for the CPTu variable rate penetration test. The results show as follows. (1) The effects of the clay content on the tip resistance and the pore pressure of silt under different penetration rates were summarized. The tip resistance Qt is strongly dependent on the clay content of the silt, the
$ {B}_{q} $ value of the silt tends to 0 and is not significantly affected by the change of the CPTu penetration rate. (2) Five soil behavior type classification charts and three soil behavior type indexes based on CPTu data were evaluated. The results show that the soil behavior type classification chart based on soil behavior type index${I}_{{\rm{SBT}}}$ , the Robertson 2010 behavior type classification chart are more suitable for the silty soil in the HRD. -
Figure 4. Monotonic shearing test results: the effective stress path (a), stress-strain relationship (b), equivalent excess pore pressure-strain relationship (c).
Figure 8. Grain distribution curves of Huanghe River Delta (HRD) silts with different clay content.
Figure 9. One-dimensional compression test results of Huanghe River Delta (HRD) silts with different clay content.
Figure 10. Test results
$ {q}_{t} $ vs.$ h $ : remolded Huanghe River Delta silts (a); 20% C mixture (b); 30% C mixture (c).
Figure 12. Test results under different penetration rates in Huanghe River Delta (HRD) silts with different clay content: remolded HRD silts (a); 20% C (clay) mixture (b); 30% C (clay) mixture (c).
Figure 13. Clay contents effect curves of silt and clay mixtures with different penetration rate:
${Q}_{{{t}}}$ vs. clay content (a);$ {B}_{q} $ vs. clay content (b).
Figure 14. Test results for Huanghe River Delta (HRD) silts with different clay contents:
${q}_{{{t}}}$ vs.$ h $ (a);${{{f}}}_{\rm s}$ vs.$ h $ (b).
Figure 15. Results of penetration experiment: depth distribution of friction ratio (a) ; depth distribution of
$ {B}_{q}\left(\mathrm{b}\right) $ .
Figure 16. Result of soil behaviour type classification using the Robertson 1986 chart.
Figure 17. Result of soil behaviour type classification using: the Robertson 1990 chart (a) and the Robertson 2010 chart (b).
Figure 18. Soil behaviour type classification for test points based on
$ {I}_{c\left(JD\right)} $ .
Figure 19. Soil behaviour type classification for test points based on
$ {I}_{c\left(RW\right)} $ .
Figure 20. Soil behaviour type classification for test points based on
${I}_{{\rm{SBT}}}$ .
Figure 21. Result of soil behaviour type classification using the Eslami classification chart.
Figure 22. Result of soil behaviour type classification using the Brouwer classification chart.
Table 1. Soil properties of Huanghe River Delta silts
Soil type Specific gravity Water content/% emax emin $ {\rho }' $/(g·cm−3) Liquid limit/% Plastic limit/% Plasticity index Ip/% ML 2.70 25.4 1.45 0.45 1.25 29.6 21.6 9.8 
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Table 2. Consolidation coefficient (Cv) of Huanghe River Delta silts
Vertical stress 30 kPa 50 kPa 100 kPa 150 kPa ${c}_{{\rm{v}}}$/(cm2·s−1) 0.051 0.063 0.089 0.106
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Table 3. Friction angle obtained from monotonic shear test
${\sigma }'_{ { {\rm{v} } }_{0} }$/kPa ${\varphi }{ {'} }$/(°) M 30 32.34 1.30 90 30.17 1.21 100 27.96 1.11
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Table 4. Friction angle (
${\varphi '} $ ) derived from cone penetration testPenetration rate 20 mm/s 10 mm/s 1 mm/s 0.2 mm/s ${\varphi '}$ (Mayne) 34.34 32.43 28.41 27.65 ${\varphi '}$ (Kulhawy) 31.69 30.297 9 27.54 27.05
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Table 5. Fiction angle corresponding to surface sediment types in the Huanghe River Delta
Soil types ${\varphi }' $/(°) Data source Normally consolidated
silty soil
26.5–38.3
Meng et al., 2008; Liu, 2014;
Lu and Li, 2003; Liu et al., 2006;
Chang, 2009; Cheng, 2007;
Liu et al., 2009; Wang et al., (2014Sandy silt 32.5–38.3 Chang, 2009; Jia et al., 2011 Silty sand 38.0–42.6
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Table 6. Soil behaviour type classification
Region Soil type Region Soil type 1 sensitive fine-grained soil 7 silty sand-sandy silt 2 organic soil 8 sand-silty sand 3 clay 9 sand 4 silty clay-clay 10 gravel sand-sand 5 clayey silt-silty clay 11 very stiff fine-grained soil* 6 sandy silt-clayey silt 12 sand-clayey sand* Note: * refers to overconsolidated soil or cemented soil.
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Table 7. Soil behaviour type classification
Region Soil type Region Soil type 1
sensitive fine-grained
soil6
sand-silty san
2 organic soil, peats 7 gravelly sand-sand 3
clay-silty clay
8
very stiff sand-clayey
sand*4 clayey silt-silty clay 9 very stiff, fine grained* 5 silty sand-sandy silt Note: * refers to overconsolidated soil or cemented soil.
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