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CONSOLIDATION SETTLEMENT From the given soil profile shown, the ground surface is subjected to a uniform increase in vertical pressure of 12 N/cm2. Consider specific gravity of clay is 2.83.
Compute the buoyant unit weight of clay, in KN / m3 Compute the overburden pressure Po of mid-height of the compressible clay layer, in kiloPascals.
Compute the total settlement due to primary consolidation in centimeter.
STRESS DISTRIBUTION (Simple Dispersion)
STRESS DISTRIBUTION (Simple Dispersion)
STRESS DISTRIBUTION (Simple Dispersion)
STRESS DISTRIBUTION The square footing shown in Figure carries a load of 3,500 KN. Assume that the stress below the footing is distributed at a slope of 1H:2V. The clay layer is overconsolidated with OCR = 2.
Calculate the effectiveness stress, in KPa, at the mid height of the clay layer. Calculate the increase in pressure, in KPa, at the mid height of the clay layer. Calculate the settlement of the over-consolidated clay, in mm.
STRESS DISTRIBUTION Two footings A and B rest in a layer of sand 2.70m thick. The bottom of the footings are 0.90 m below the ground surface. Beneath the sand layer is a 1.80 m clay layer. Beneath the clay layer is hard pan. The water table is at a depth of 1.80 below the ground surface.
Bulk unit wt. of sand is 18 KN per cu.m. Saturated unit wt. of sand is 20.8 KN per cu.m. Saturated unit wt. of clay is 18.8 KN per cu.m. Void ratio of clay is 1.03 Cc of clay = 30% Footing A is 1.50m square, carrying a load of 450 KN Footing B shall carry a load twice as of footing A. Calculate the stress increase, in KPa, at the center of clay layer assume that the pressure beneath the footing is spread at an angle of 2 vertical to 1 horizontal. Calculate the size of footing B, in m, so that the settlement in the clay layer is the same beneath footing A and B. Calculate the settlement beneath footing A, in mm.
STRESS DISTRIBUTION A rigid 3m square footing carries a total load of 710 KN is constructed over a loose sand layer. Calculate the elastic settlement of the footing if the Poisson’s Ratio of soil is 0.32, modulus of elasticity of soil = 16,000 KPa. Consider the influence factor = 0.88. Calculate the primary consolidation settlement of the clay layer if it is normally consolidated. Calculate the total consolidation settlement of the clay 5 years after the completion of primary consolidation settlement. Time for completion of primary settlement is 2 years. Consider secondary compression index = 0.02.
STRESS DISTRIBUTION A tank 12 m high filled with oil having a unit weight of 9.40 KN/m3 is to be built on site. The existing soil profile consists of a 3.60m sand layer underlain by a 16m clay layer. The water table is on the ground surface. (Neglect the weight of the tank). Compute the compression index of clay. Compute the settlement under the center of the tank.
Determine the minimum depth in the ground to which the tank must be placed in order to minimize the settlement.
DIRECT SHEAR TEST OF SOIL
The following are the results of direct shear tests performed on two identical samples of the soil. In test one, the sample shears at a stress of 71 KPa when the compressive normal stress is 95 KPa. In test two, the sample shears at a stress of 104 KPa when the normal stress is 150 KPa. Determine the value of the apparent cohesion. Determine the angle of internal friction for the damp sand. Determine the shear stress at a depth of 4m if the unit wt. of soil is 15.60 KN/m3.
DIRECT SHEAR TEST OF SOIL
A series of direct shear tests was performed on a soil sample. Each test was carried out until the specimen sheared (fail). The laboratory data for the tests are tabulated as follows.
Compute the cohesion of the soil Compute the angle of internal friction Compute the shear strength of the soil at a depth of 4 m below the ground surface if it has a unit weight of 15.80 KPa
TRIAXIAL TEST OF SOIL
In a tri-axial test of a cohesionless soil, the normal and shearing stresses at failure plane are 342 KPa and 167 KPa, respectively.
Determine the angle of shearing resistance of the soil in degrees. Determine the angle of failure plane in degrees.
What is the principal stress at failure, in KPa
TRIAXIAL TEST OF SOIL
A tri-axial test is conducted on a cohesionless soil. Failure occurs when the deviator (plunger) stress is 360 KPa. The angle of friction of the soil is 28 degrees. Calculate the angle that the failure plane make with the horizontal. Calculate the confining pressure. Calculate the shearing stress at failure plane.
TRIAXIAL TEST OF SOIL
A sample of soil is subjected to a tri-axial test. At a confining pressure of 60 KPa, the soil fails when the plunger exerts a pressure of 80 KPa. The plane of failure of the soil is 53 degrees. Calculate the cohesion of the soil. Calculate the normal stress at the plane of failure.
Calculate the shearing stress at the plane of failure.
