A rectangular footing (4.37 x 4.4 m.) is placed 1.58 m. below the ground surface. The soil arrangement is composed of sand (ground) for the first 6.09 meters and followed by clay for the next 6.09 meters. The force acting on the footing is 10,900 kN. Determine the settlement of the consolidating layer in mm. Assume a 2V:1H pressure diagram. Unit weight of sand = 16.6 kN/m3. Clay has the following properties: Unit weight = 18.5 kN/m3, Void ratio = 98, Liquid limit = 47. Round off to two decimal places.

A rectangular footing (4.37 x 4.4 m.) is placed 1.58 m. below the ground surface. The soil arrangement is composed of sand (ground) for the first 6.09 meters and followed by clay for the next 6.09 meters. The force acting on the footing is 10,900 kN. Determine the settlement of the consolidating layer in mm. Assume a 2V:1H pressure diagram. Unit weight of sand = 16.6 kN/m3. Clay has the following properties: Unit weight = 18.5 kN/m3, Void ratio = 98, Liquid limit = 47. Round off to two decimal places.

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter9: In Situ Stresses

Section: Chapter Questions

Problem 9.4P

See similar textbooks

Similar questions

A rectangular footing (4.55 x 4.8 m.) is placed 1.42 m. below the ground surface. The soil arrangement is composed of sand (ground) for the first 5.55 meters and followed by clay for the next 5.98 meters. The force acting on the footing is 10,647 kN. Determine the settlement of the consolidating layer in mm. Assume a 2V:1H pressure diagram. Unit weight of sand = 16.7 kN/m3. Clay has the following properties: unit weight = 18.9 kN/m^3, void ratio=30, liquid limit = 43
A rectangular footing (4.89 x 4.38 m.) is placed 1.21 m. below the ground surface. The soil arrangement is composed of sand (ground) for the first 6.52 meters and followed by clay for the next 6.98 meters. The force acting on the footing is 10,293 kN. Determine the resulting stress increase at the midheight of the consolidating layer in kPa. Assume a 2V:1H pressure diagram. Unit weight of sand = 16.1 kN/m3. Unit weight of clay = 18.7 kN/m3. Use stored value. Answer in five decimal places.
A rectangular footing (4.5 x 4.36 m.) is placed 1.98 m. below the ground surface. The soil arrangement is composed of sand (ground) for the first 6.94 meters and followed by clay for the next 6.78 meters. The force acting on the footing is 10,700 kN. Determine the settlement of the consolidating layer in mm. Assume a 2V:1H pressure diagram. Unit weight of sand = 16.9 kN/m3. Clay has the following properties: Unit weight = 18.3 kN/m3, Void ratio = 95, Liquid limit = 49. Round off to two decimal places.
For the foundation shown below, determine the effective pressure increase at the middle of the clay layer shown (below the sand layer), by Boussinesq equationby 1:2 methodby isobarsNote: use SI units (1m=3.28 ft; 1 lb=4.448 N; 1 ton=9.81 kN)
A soil profile consists of; layer 1, 10m sand layer and layer 2, 3m clay layer. The ground water table is located 4m below ground surface. For sand, γdry=2.00 T/m2 (tons/m2), γsat=2.25 T/m2, and for clay layer, LL=46%, water content=42% and Gs=2.76. A uniform vertical stress, ΔP=20T/m2 is applied at the ground surface. Determine, a) Effective unit weight of clay, b) overburden pressure at the mid point of the clay layer, c) primary consolidation settlement
An embankment consists of clay fill for which c=25 kPa and angle of internal friction is 260 9from consolidated undrained test with pore pressure measurement) The weight of fill per unit volume is 18.64 kN/m3. Compute the stress in kPa at depth of 20 m. a. 192.8 b. 62.5 c. 21.6 d. 372.8
An embankment consists of clay fill for which c=25 kPa and angle of internal friction is 260 9from consolidated undrained test with pore pressure measurement) The weight of fill per unit volume is 18.64 kN/m3. Compute the stress in kPa at depth of 20 m. Show free body diagram a.21.6 b.372.8 c.192.8 d.62.5
The soil in a deposit underlying an area where a level ground surface exists has a unit weight of 22 kN/m3. Determine the principal stresses o1 and oz at a depth of 5 m below the soil surface if the lateral pressure is 0.50 of the vertical pressure. Adjust your answer to ZERO decimal places. 01 = kN/m2, 03 = kN/m2
A granular soil is subjected to a minor principal stress of 200 kN/m2. If the angle of internal friction is 30°, determine the inclination of the plane of failure with respect to the direction of the major principal stress. a.60 b.37.5 c.45 d.30 e.50
A soil profi le consists of a clay layer underlain by a sandlayer, as shown in Figure P7.17. If a tube is inserted intothe bottom sand layer and the water level rises to 1 mabove the ground surface, determine the vertical effective stresses and porewater pressures at A, B, and C. IfKo is 0.5, determine the lateral effective and lateral totalstresses at A, B, and C. What is the value of the porewater pressure at A to cause the vertical effective stressthere to be zero?
A shallow foundation 25 x 18 m carries a uniform pressure of 175 k N / m 2 . Determine the vertical stress at a point 12 m below the mid-point of one of the longer sides ( a ) using influence factors. (b) by means of Newmark's chart.
A granular soil is subjected to a minor principal stress of 200 kN/m2. If the angle of internal friction is 30°. What is the shear stress on the plane of failure? a.173.2 b.300 c.200 d.224.2