1. A Sample of Clay is isotropically normally consolidated to a cell pressure of 350kPa. The...
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1. A Sample of Clay is isotropically normally consolidated to a cell pressure of 350kPa. The sample was then sheared (standard) in a drained state. Calculate values of q, p', and v at failure if the soil constants were: M=0.88, N=2.88, T=2.76, and λ=0.16 2. A sample of clay is isotropically normally consolidated to a cell pressure of 250kPa. The sample was then sheared by reducing s3 and keeping s1 constant. Calculate values of q,p', u, and v at failure (assuming both drained and undrained conditions) if the soil constants were: M=0.91, N=2.86, T=2.81, and λ=0.15 3. List and discuss the factors affecting shear strengths of cohesive soils under static and dynamic loads. 4. Determine one-dimensional longitudinal and shear wave propagation velocity passing through the following soils. Soil Low Plasticity Clay Loose Sand Unit Weight (kN/m³) 15 16 G (GPa) 105 220 E (GPa) 310 410 Poisson's Ratio 0.32 0.27 1. A Sample of Clay is isotropically normally consolidated to a cell pressure of 350kPa. The sample was then sheared (standard) in a drained state. Calculate values of q, p', and v at failure if the soil constants were: M=0.88, N=2.88, T=2.76, and λ=0.16 2. A sample of clay is isotropically normally consolidated to a cell pressure of 250kPa. The sample was then sheared by reducing s3 and keeping s1 constant. Calculate values of q,p', u, and v at failure (assuming both drained and undrained conditions) if the soil constants were: M=0.91, N=2.86, T=2.81, and λ=0.15 3. List and discuss the factors affecting shear strengths of cohesive soils under static and dynamic loads. 4. Determine one-dimensional longitudinal and shear wave propagation velocity passing through the following soils. Soil Low Plasticity Clay Loose Sand Unit Weight (kN/m³) 15 16 G (GPa) 105 220 E (GPa) 310 410 Poisson's Ratio 0.32 0.27 1. A Sample of Clay is isotropically normally consolidated to a cell pressure of 350kPa. The sample was then sheared (standard) in a drained state. Calculate values of q, p', and v at failure if the soil constants were: M=0.88, N=2.88, T=2.76, and λ=0.16 2. A sample of clay is isotropically normally consolidated to a cell pressure of 250kPa. The sample was then sheared by reducing s3 and keeping s1 constant. Calculate values of q,p', u, and v at failure (assuming both drained and undrained conditions) if the soil constants were: M=0.91, N=2.86, T=2.81, and λ=0.15 3. List and discuss the factors affecting shear strengths of cohesive soils under static and dynamic loads. 4. Determine one-dimensional longitudinal and shear wave propagation velocity passing through the following soils. Soil Low Plasticity Clay Loose Sand Unit Weight (kN/m³) 15 16 G (GPa) 105 220 E (GPa) 310 410 Poisson's Ratio 0.32 0.27 1. A Sample of Clay is isotropically normally consolidated to a cell pressure of 350kPa. The sample was then sheared (standard) in a drained state. Calculate values of q, p', and v at failure if the soil constants were: M=0.88, N=2.88, T=2.76, and λ=0.16 2. A sample of clay is isotropically normally consolidated to a cell pressure of 250kPa. The sample was then sheared by reducing s3 and keeping s1 constant. Calculate values of q,p', u, and v at failure (assuming both drained and undrained conditions) if the soil constants were: M=0.91, N=2.86, T=2.81, and λ=0.15 3. List and discuss the factors affecting shear strengths of cohesive soils under static and dynamic loads. 4. Determine one-dimensional longitudinal and shear wave propagation velocity passing through the following soils. Soil Low Plasticity Clay Loose Sand Unit Weight (kN/m³) 15 16 G (GPa) 105 220 E (GPa) 310 410 Poisson's Ratio 0.32 0.27
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1 To calculate the values of q p and v at failure we can use the MohrCoulomb failure criterion for drained shear conditions q c n tan p n q where q is the shear strength c is the effective cohesion n ... View the full answer
Related Book For
An Introduction to Geotechnical Engineering
ISBN: 978-0132496346
2nd edition
Authors: Robert D. Holtz, William D. Kovacs, Thomas C. Sheahan
Posted Date:
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