CPT-Based estimation of undrained shear strength of fine-grained soils in the Huanghe River Delta
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Abstract: The Huanghe River (Yellow River) Delta has a wide distribution of fine-grained soils. Fluvial alluviation, erosion, and wave loads affect the shoal area, resulting complex physical and mechanical properties to sensitive fine-grained soil located at the river-sea boundary. The cone penetration test (CPT) is a convenient and effective in situ testing method which can accurately identify various soil parameters. Studies on undrained shear strength only roughly determine the fine content (FC) without making the FC effect clear. We studied four stations formed in different the Huanghe River Delta periods. We conducted in situ CPT and corresponding laboratory tests, examined the fine content influence on undrained shear strength (Su), and determined the cone coefficient (Nk). The conclusions are as follows. (1) The fine content in the area exceeded 90%, and the silt content was high, accounting for more than 70% of all fine particle compositions. (2) The undrained shear strength gradually increased with depth with a maximum of approximately 250 kPa. When the silt content was lower than 60%–70%, the undrained shear strength decreased. (3) The silt and clay content influenced undrained shear strength, and the fitted fsh/qt function model was established, which could be applied to strata with a high fine content. The cone coefficients were between 20 and 25, and the overconsolidated soil layer had a greater cone coefficient.
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Figure 5. Undrained shear strength fitted model of S1 (a), S2 (b) and S4 (c) based on CPT.
Table 1. Cohesions and internal friction angles at shoal measuring points
S1 S2 S3 S4 Depth/m c/kPa $\varphi $/(°) Depth/m c/kPa $\varphi $/(°) Depth/m c/kPa $\varphi $/(°) Depth/m c/kPa $\varphi $/(°) 0.5–0.7 – – 0.5–0.7 – – 0.5–0.7 – 33.2 2.1–2.3 15.0 30.3 1.5–1.7 13.0 27.3 2.5–3.0 11.0 33.2 1.75–1.95 94.0 19.7 3.0–3.5 6.0 31.1 3.0–3.5 – 28.3 3.5–4.0 10.0 32.5 2.5–3.0 35.0 28.6 4.0-4.5 9.0 34.6 4.1–4.6 24.0 10.2 4.8–5.3 – – 4.0–4.5 12.0 35.3 5.0–5.5 8.0 26.2 5.2–5.7 11.0 19.7 5.9–6.4 10.0 33.5 5.5–6.0 8.0 13.3 6.0–6.5 1.0 38.3 6.2–6.7 14.0 12.3 7.6–8.1 14.0 32.9 6.8–7.0 6.0 29.8 7.0–7.5 17.0 14.4 7.2–7.7 20.0 6.6 8.7–9.2 1.0 35.7 7.5–8.0 14.0 34.2 8.0–8.5 19.0 10.2 8.2–8.7 40.0 6.8 10.1–10.6 1.0 27.7 9.5–10.0 – 42.4 9.0–9.5 11.0 35.1 9.2–9.7 22.0 11.9 11.5–12.0 18.0 25.8 10.5–11.0 3.0 26.7 10.3–10.5 19.0 13.5 10.4–10.6 32.0 20.0 12.5–13.0 4.0 26.8 11.5–12.0 20.0 31.2 11.3–11.5 12.0 23.1 11.4–11.6 35.0 13.3 13.1–13.3 8.0 32.0 12.0–12.5 133.0 19.5 12.3–12.5 22.0 14.7 12.4–12.6 – – 13.5–13.7 – – 13.3–13.5 11.0 12.3 13.0–13.5 120.0 30.8 13.4–13.6 12.0 16.4 15.0–15.2 25.0 17.7 14.3–14.5 18.0 9.2 14.3–14.5 55.0 31.6 14.1–14.6 30.0 11.9 15.5–15.7 – – 14.8–15.0 9.0 11.5 14.8–15.0 6.0 23.5 15.1–15.6 5.0 19.9 16.0–16.2 21.0 9.8 16.3–16.5 8.0 16.9 15.8–16.0 29.0 26.2 16.4–16.6 – – 16.8–17.0 – – 16.8–17.0 – – 17.8–18.0 28.0 27.3 17.4–17.6 9.0 26.0 19.0–19.2 13.0 19.5 18.8–19.0 27.0 16.0 19.3–19.8 3.0 29.5 18.4–18.6 – – 19.5–19.7 – – 19.3–19.5 – – 20.3–20.8 9.0 30.0 Note: – represents no data. 
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Table 2. Average cone coefficient value (Nk) calculated at different measuring points
Station Maximum of Nk Average of Nk S1 80 22.04 S2 128 24.12 S3 210 20.25 S4 105 25.29
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