Soil Mechanics and Foundation Engineering

1. 1 2 with the normal to the interface of the soils having permeabilities k1, k2 before and after deflection. According to the law of deflection of the flow lines at the interface of the dissimilar soils

1. sin θ₁/sin θ₂ = k₁/k₂
2. cos θ₁/cos θ₂ = k₁/k₂
3. tan θ₁/tan θ₂ = k₁/k₂
4. tan θ₂/tan θ₁ = k₁/k₂

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2. 260 g of wet soil was taken in a pycnometer jar of weight 400 g in order to find the moisture content in the soil, with specific gravity of soil particles 2.75. The weight of soil and remaining water filled in pycnometer without air bubbles was 1415 g and the weight of pycnometer filled with water alone was 1275 g. The moisture content in the soil is

1. 0.242
2. 0.182
3. 0.538
4. None of these

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3. A 300 mm square bearing plate settles by 15 mm in a plate load test on a cohesive soil when the intensity of loading is 0.2 N/mm². The settlement of a prototype shallow footing 1 m square under the same intensity of loading is

1. 15 mm
2. 30 mm
3. 50 mm
4. 167 mm

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4. A 600 mm square bearing plate settles by 15 mm in plate load test on a cohesion-less soil under an intensity of loading of 0.2 N/ram². The settlement of a prototype shallow footing 1 m square under the same intensity of loading is

1. 15 mm
2. Between 15 mm and 25 mm
3. 25 mm
4. Greater than 25 mm

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5. A clay subjected to pressure in excess to its present over-burden, is said to be

1. Pre-compressed
2. Pre-consolidated
3. Over-consolidated
4. All the above

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6. A coarse-grained soil has a voids ratio 0.75, and specific gravity as 2.75. The critical gradient at which quick sand condition occurs, is

1. 0.25
2. 0.5
3. 0.75
4. 1

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7. A compacted soil sample using 10% moisture content has a weight of 200 g and mass unit weight of 2.0 g/cm³. If the specific gravity of soil particles and water are 2.7 and 1.0, the degree of saturation of the soil is

1. 11.1 %
2. 55.6 %
3. 69.6 %
4. None of these

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8. A critical hydraulic gradient may occur when

1. Flow is in upward direction
2. Seepage pressure is in upward direction
3. Effective pressure is zero
4. All the above

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9. A cylindrical specimen of saturated soil failed under an axial vertical stress of 100kN/m² when it was laterally unconfmed. The failure plane was inclined to the horizontal plane at an angle of 45°. The values of cohesion and angle of internal friction for the soil are respectively

1. 0.5 N/mm² and 30°
2. 0.05 N/mm² and 0°
3. 0.2 N/mm² and 0°
4. 0.05 N/mm² and 45°

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10. A decrease in water content results in a reduction of the volume of a soil in

1. Liquid state
2. Plastic state
3. Semi solid state
4. All of these

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