a. How high will the water rise in the piezometer immediately after the application of the surface load of 3 ksf? b. What is the degree of consolidation from the 3 ksf at point A, when h=15 ft.? c. Find h when the degree of consolidation at A is 60%. P= 3ksf Sand W.T. Sand 15 ft 20 ft Clay 4 ft 10 ft A Rock

a. How high will the water rise in the piezometer immediately after the application of the surface load of 3 ksf? b. What is the degree of consolidation from the 3 ksf at point A, when h=15 ft.? c. Find h when the degree of consolidation at A is 60%. P= 3ksf Sand W.T. Sand 15 ft 20 ft Clay 4 ft 10 ft A Rock

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter3: Natural Soil Deposits And Subsoil Exploration

Section: Chapter Questions

Problem 3.4P: Refer to Figure P3.3. Use Eqs. (3.10) and (3.11) to determine the variation of OCR and...

See similar textbooks

Similar questions

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.
A clay layer 12ft thick rests beneath a deposit of submerged sand 26ft thick. The top of the sand is located 10ft below the surface of a lake. The saturated unit weight of the sand is 125 lb /ft³ and of the clay layer is 117 lb /ft³. 1. Compute the total vertical pressure at the mid height of the clay layer. a. 4390psf b. 4577 psf c. 4963psf d. 4800psf 2. Compute the pore water pressure at the mid height of the clay a. 2659psf b.2620 psf c. 2668 psf d. 2680psf 3. Compute the effective vertical pressure at the mid height of the clay a. 1731psf b.1956 psf c. 2295psf d. 1273psf
The figure shows a layer of granular soil in a tank with an upward seepage by applying water through the valve at the bottom of the tank. The loss of head caused by upward seepage between the levels of A and B is 0.71m. The void ratio of the soil is 0.511 ,its specific gravity is 2.719, h1=0.99m, h2=2.06m, h3=2.91m. 1. Compute the effective stress at C in kPa. 2. .Compute the critical hydraulic gradient. X IN FIGURE IS 1 = 0.71m
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.
A dense silt layer has the following properties: e =0.406 D10= 10.1 um Capillary constant = 0.209 sq.cm Free ground water level is 8m below the ground surface. 1.) Find the height of capillary rise in the siltin meters. 2) Find the vertical effective stress at 6m depth. Assume ys = 26.51 kn/m3 and the soil above capillary action rise and ground surface is partially saturated at 79%.
A stratum of normally consolidated clay of thickness 10 ft is drained on one side only. It has a hydraulic conductivity of h = 1.863 x 10^-8 in/sec and a coefficient of volume compressibility mv = 8.6 x 10^-4 in2/lb. Determine the ultimate value of the compression of the stratum by assuming a uniformly distributed load of 5250 lb/ft2. a.3.763" b.6.982" c.8.542" d.5.890" With Free Body Diagram
11. Consider the downward flow of water through a layer of sand in the tank shown. (see picture below) Void ratio of the soil = 0.52 Specific Gravity = 2.70 Compute the value of h1. (Answer: 0.436) Compute the effective stress at A. (Answer: 17.44 kPa) Compute the effective stress at B. (Answer: 31.98 kPa) Compute the seepage force per unit volume. (Answer: 3.57 kN/m3)
A stratum of normally consolidated clay of thickness 10 ft is drained on one side only. It has a hydraulic conductivity of h = 1.863 x 10^-8 in/sec and a coefficient of volume compressibility mv = 8.6 x 10^-4 in2/lb. Determine the ultimate value of the compression of the stratum by assuming a uniformly distributed load of 5250 lb/ft2. a. 6.982" b. 3.763" c. 5.890" d. 8.542"
A glass container with pervious bottom containing fine sand in loose state (void ratio = 0.8) is subjected to hydrostatic pressure from underneath until quick condition occurs in the sand. If the specific gravity of sand particles = 2.65, area of cross-section of sand sample= 10 cm2 and height of sample = 10 cm, compute the seepage force in N acting from below. a. 9.17. b. 0.9 c. 0.45 d 7.29
A masonry dam has a coefficient of permeability in the vertical and horizontal directions of Kz=4m/day and Kx=5m/day, respectively. The difference in the head is 18m and the distance between the base of the dam and the downstream water surface is 18m. Assume z=35m and width of dam = 40m. a. Determine the seepage flow (m3/day) b Determine the uplift pressure (kpa) at A. c. Determine the uplift force (x10^3 kN) acting in the dam. Assume that the uplift pressure under the dam varies uniformly.
A clay layer 3.66 m thick rests beneath a deposit of submerged sand of 7.92 m thick. The top of the sand is located 3.05 m below the surface of a lake. The saturated unit weight of the sand is 19.62 kN/m3 and of the clay is 18.36 kN/m3. Compute (a) the total pressure (b) the pore water pressure and (c) the effective pressure all at the mid height of the clay layer. Draw the figure
A uniform loading of 150kPa is applied at a 28 m Χ 28 m area. Please calculate the consolidation settlement of the clay layer used the middle of the clay layer to estimate the stress increment with the influence factor method). Cc = 0.4, Cs = 0.04, preconsolidation stress is 150 kPa and unit weight of water is 10 kN/m3. What is the settlement at the corner and center of the loading? What is the differential settlement between the corner and the center?