Find the undrained cohesion of the clay for use in the design by using Bjerrum’s λ relationship.

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Vane shear tests were conducted in the clay layer. The vane dimensions were 63.5 mm (D) x 127 mm (H). For the test at A, the torque required to cause failure was 0.051 Nm. For the clay, given: liquid limit = 46 and plastic limit = 21. (a) Estimate the undrained cohesion of the clay for use in the design by using Bjerrum's correction. A = 1.7 – 0.54 log[PI(%)] (b) Estimate the overconsolidation ratio of the clay. Use Eqations below. Cu(field) B- σο B = 22[PI(%)]-048 OCR %3| Dry sand y = 16.5 kN/m³ ·1.5 m Groundwater table Sand 1.5 m Ysat = 19 kN/m³ N60 5 :1.5 m • 8 Clay = 16.8 kN/m³ 1.5 m Ysat * A • 8 1.5 m • 9 1.5 m 10 Sand

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Chapter 3, Problem 3.15P

To determine

Find the undrained cohesion of the clay for use in the design by using Bjerrum’s λ relationship.

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Vane shear tests were conducted in the clay layer. The vane dimensions were 63.5 mm (D) x 127 mm (H). For the test at A, the torque required to cause failure was 0.051 Nm. For the clay, given: liquid limit = 46 and plastic limit = 21. (a) Estimate the undrained cohesion of the clay for use in the design by using Bjerrum's correction. A = 1.7 – 0.54 log[PI(%)] (b) Estimate the overconsolidation ratio of the clay. Use Eqations below. Cu(field) B- σο B = 22[PI(%)]-048 OCR %3| Dry sand y = 16.5 kN/m³ ·1.5 m Groundwater table Sand 1.5 m Ysat = 19 kN/m³ N60 5 :1.5 m • 8 Clay = 16.8 kN/m³ 1.5 m Ysat * A • 8 1.5 m • 9 1.5 m 10 Sand

Refer to Figure P3.2. Vane shear tests were conducted in the clay layer. The vane (tapered) dimensions were 63.5 mm (d) x 127 mm (h), iB = iT = 458 (see Figure 3.23). For the test at A, the torque required to cause failure was 51 N ? m. For the clay, given: liquid limit = 46 and plastic limit = 21. Estimate the undrained cohesion of the clay for use in the design by using Bjerrum’s l relationship [Eq. (3.40a)].

N B 0 Horizontal The stresses shown in the figure are applied at a point in a dry clayey sand soil mass. A= 50 kPa and B= 125 kPa The shear strength parameters of the clayey sand are: c'= 9kPa and p'=29° 0=30° a) The value of the shear stress, T, is slowly increased. What value would cause shear failure at this point (in kPa)? b) At failure, what angle does the failure plane make with the horizontal (in degrees)?