A soil deposit is shown in Figure 1.1. Ground surface Groundwater Table e=0.52 42.1 ft Gs=2.61 Layer 1 e=0.86 26.1 ft Layer 2 Gs=2.71 Sand Clay Rock The shallow groundwater table is initially at the ground surface, was lowered to a depth of 31.2 ft below the ground. After such lowering, the sand above water table is dry. - What is the vertical effective pressure at the mid-height of the clay layer before lowering of the water table, in psf? - What is the vertical effective pressure at the mid-height of the clay layer after lowering of the water table, in psf?

A soil deposit is shown in Figure 1.1. Ground surface Groundwater Table e=0.52 42.1 ft Gs=2.61 Layer 1 e=0.86 26.1 ft Layer 2 Gs=2.71 Sand Clay Rock The shallow groundwater table is initially at the ground surface, was lowered to a depth of 31.2 ft below the ground. After such lowering, the sand above water table is dry. - What is the vertical effective pressure at the mid-height of the clay layer before lowering of the water table, in psf? - What is the vertical effective pressure at the mid-height of the clay layer after lowering of the water table, in psf?

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter7: Permeability

Section: Chapter Questions

Problem 7.3P

See similar textbooks

Similar questions

A sand has Gs = 2.66. Calculate the hydraulic gradient that will cause boiling for e = 0.35, 0.45, 0.55, 0.7, and 0.8.
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?
Refer to the figure. If H1 = 1.94 m, H2 = 2.37 m, h = 1.c m, e =0.49, Gs = 2.67,area of the tank = 0.64 m2, and hydraulic conductivity of the sand (k) = 0.3d cm/sec. What is the upward seepage force per unit volume of soil?
A soil profile is shown in Figure 7.28. An embankment load of 500 kg/cm² is placed on the ground surface. Define the following: a. How much water will rise in the pizometer immediately after applying the load. b. What is the degree of consolidation at A if h = 26 ft. c. Determine the magnitude of h if the degree of consolidation at point A is 50%. And Draw the curve NB: part A Assume that the increase in pore water pressure is uniform over the entire depth of very clayey having a thickness of 10 ft.
The soil profile at a site consists of 5 m sand underlain by clay layer. The ground water table is 2 m below the ground surface. Average void ratio of sand is 0.52. Water content of clay is 42% and degree of saturation of sand above water table is 37%.Assume specific gravity of sand and clay is 2.65. 1. Compute the unit weight of clay. a. 19.82 kN/m³ b. 17.47 kN/m³ c. 18.62 kN/m³ d. 16.20 kN/m³ 2. Compute the total pressure 10 m below the ground surface. a. 185.41 kPa b. 160.25 kPa c. 140.53 kPa d. 153.62 kPa 3. Compute the effective pressure 10 m below the ground surface. a. 106.94 kPa b. 96.52 kPa c. 115.62 kPa d. 108.36 kPa
The sand layer shown is 2.5m thick. Beneath the sand layer is a 1.8m thick clay layer, underneath the clay layer is a solid rock. Water table is at depth of 0.9 m below the ground surface. SAND: Ymoist= 23KN/m3 ; Ysat= 21KN/m3 CLAY: Ysat= 23 KN/m3 ; LL= 42% e=0.7 A.) Compute the overburden pressure at mid-clay layer. B.) Find the maximum surface pressure without exceeding a 139.5mm settlement in clay layer if it is assumed to be normally consolidated. C.) If surface pressure is 70kpa and pre-consolidation pressure is 80kpa, find the settlement in clay layer.
The following data are given for overconsolidated clay: Gs=2.71 LL=45 Average Pressure=120 kPa e=0.8 thickness=4m Change in Pressure =40 kPa Cs=1/5 Cc Determine the following 1. Compression Index (Ans. 0.315) 2. Pre-consolidation Pressure (Ans. 92.9 kPa) 3. Primary Consolidation Settlement (Ans. 49 mm)
A dense silt layer has the following properties: Void ratio = 0.76, SG= 2.59. Free ground water is 9.31m below the ground. Capillary action rise will reach 7.93m. The soil above capillary action rise is dry while within the zone, it is saturated at 53.13%. Determine the effective pressure (kPa) at a depth of 7.05m from the groind surface. Use stored value. Asnwer in 5 decimal places.
27 A dense silt layer has the following properties: void ratio = 0.71, specific gravity = 2.56. Free ground water is 9.8 m. below the ground. Capillary action rise will reach 5.76 meters. The soil above capilary action rise is dry while within the zone, it is saturated at 58.01%. Determine the effective pressure (in kPa) at a depth of 7.75 meters from the ground surface. Round off to three decimal places.
Question 32 A dense silt layer has the following properties: void ratio = 0.66, specific gravity = 2.5. Free ground water is 9.47 m. below the ground. Capillary action rise will reach 6.66 meters. The soil above capilary action rise is dry while within the zone, it is saturated at 52.77%. Determine the effective pressure (in kPa) at a depth of 7.42 meters from the ground surface. Round off to three decimal places.
A dense silt layer has the following properties: void ratio = 0.75, specific gravity = 2.59. Free ground water is 9.49 m. below the ground. Capillary action rise will reach 6.69 meters. The soil above capilary action rise is dry while within the zone, it is saturated at 50.02%. Determine the effective pressure (in kPa) at a depth of 7.51 meters from the ground surface. Round off to three decimal places. Selected Answer: 128.657
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