Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 11, Problem 11.8P
To determine
Find the degree of consolidation caused by the combination of vertical drainage and radial drainage.
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5. The coefficient of permeability of a sand at a void ratio of 0.62 is 0.03 cm/sec. Estimate the coefficient of permeability at a void ratio of 0.48.
Using Casagandre equation
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Find the difference in the rate of flow using the results of “a” and “b” if i = 0.70 and A = 0.6 m2.
The diagram of a sand drain is shown in Figures 16.21 and 16.22. Given: rw = 0.25 m, rs = 0.35 m, de = 4.5 m, Cv = Cvr = 0.3 m2/month, kh/ks = 2, and Hc = 9 m.Determine:a. The degree of consolidation for the clay layer caused only by the sand drains after six months of surcharge applicationb. The degree of consolidation for the clay layer that is caused by the combination of vertical drainage (drained on top and bottom) and radial drainage after six months of the application of surcharge. Assume that the surcharge is applied instantaneously.
2. Estimate the hydraulic conductivity (in cm/sec) of a poorly graded sand with the following characteristics: d100 = 0.425mm,
d50= 0.3mm, d30 = 0.25mm, d10= 0.2mm, and do = 0.1mm. Show your work and circle your answer.
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Fundamentals of Geotechnical Engineering (MindTap Course List)
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- As shown in the figure given below, a 5 m thick layer of silty sand overlies a clay layer 3 m in thickness. Below the clay layer, there lies a 4 m thick gravelly sand layer underlain by pervious bedrock. The ground water table is at the ground surface. GWT Silty Sand 5 m Ya = 18 kN/m³ Ys = 19 kN/m3 Clay 1.5 m 3 m Ys = 18 kN/m3 x A Gravelly Sand Ys = 20 kN/m3 2 m 4 m x B WXXX a) Calculate the total stress (0), pore water pressure (u) and effective stress (o') at points "A" and “B". Show your work and tabulate the results in the following form. Point A Point B o (kPa) u (kPa) o' (kPa) b) If ground water table is lowered by 2 m for foundation excavation purposes, calculate the total stress, pore water pressure and effective stress at points "A" and "B" (i) immediately after, (ii) long time after lowering the water table. Show your work and tabulate the results in the following form.arrow_forward4. With two cases shown in the following figure: Plot pore pressure with depth for the soils if hydraulic conductivity of soils K1 = 5 x K2. a- b- flow through a unit thickness of the cross-section if K1 = 5 x 10$ (f/s) and K2 = 1 x 10$ (f/s). Estimate the rate of seepage (q) per linear foot of cross-section, i.e. calculate the rate of C- Plot flow net for 2 cases. -z (ft) z (ft) Water Water 3 ft 3 ft Soil 1 1.5 ft Soll 1 Sol 2 3 ft 3 ft 3 ft 1.5 ft Soil 2 Datum psf Datum psf porous stone porous stone 3 ft 1.5 ft 1.5 ft Case 1 Case 2arrow_forwardA 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 head of water in cm required to cause quicksand condition. a.9.17 b.0.45 c.7.29 d.0.9arrow_forward
- The laboratory consolidation test is conducted on a clay sample. The following data results were obtained P1 =55 kPa P2 = 130 kPa e1= 0.95 e2= 0.80 Thickness of the sample of clay= 35mm Time for 50% consolidation = 3.0 min Tv= 0.197 a. Find the coefficient of volume compressibility b. Determine the coefficient of consolidation if a sample of clay was drained on both sides c. Compute the hydraulic conductivity of the clayarrow_forwardi. A sandstone core sample is saturated 100% with water. Calculate the absolute permeability of the core sample if the water is flowing at 6.21 cubic centimetres per second. The length of the core sample is 14 centimetres and its diameters is 6 centimetres. The pressure differential across the core sample is 15 atmospheric pressure and the water viscosity is 1.2 centipoises. Explain a method of how the permeability of low permeability reservoirs can be ii. improved.arrow_forward2. Consider the stratified soil deposit shown in the figure. There are four layers, 3m thick each, and kH1=2x10³, kH2=1x105, kµ3=2x104, kH4=1x10³in cm/sec. Determine the equivalent coefficient of permeability in the horizontal direction and the total flow in cm3/sec per cm width. H Direction of flowarrow_forward
- Solve this problem The following data are given for a channel-type grit chamber of length 7.5 m. 1. Flow through velocity = 0.3 m/s 2. The depth of waste water at peak flow in the channel = 0.9 m 3. Specific gravity of inorganic particles = 2.5 4. g 9.80 m/s², μ = 1.002 x 10-3 N-s/m² at = 20°C, Pw = 1000 kg/m³ Assuming that the Stoke's law is valid, the smallest diameter particle that would be removed with 100% efficiency isarrow_forwardA 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 7.29arrow_forwardWater flows through a sand filter as shown on the figure. The soil has a cross sectional area of 0.39 m². d1=d2=d3=0.52 m. Head difference is 0.93 m. Inflow Outflow Soil A Soil B Soil C d2 d3 Coefficient of Permeability for Each Soil: Soil A Kax 2.92 x 10-2 cm/s Soil A Kaz 1.36 x 10-3 cm/s Soil B Kbx 1.67 x 10.2 cm/s Soil B Kbz 2.92 x 10-3 cm/s Soil CKcx 3.28 x 102 cm/s Soil C Kcz 3.49 x 10-3 cm/s Compute the coefficient of permeability of the sand filler in cm/s. Use 4 decimal placesarrow_forward
- The results of a laboratory consolidation test on a clay specimen are the following. Pressure, ir (lb/ft²) 500 1.000 2.000 4.000 8,000 16.000 Total height of specimen at end of consolidation (in.) 0.6947 0.6850 0.6705 0.6520 0.6358 0.6252 Given the initial height of specimen = 0.748 in.. G specimen = 95.2 g. and area of specimen = 4.91 in.²: a. Plot the e-log or curve = 2.68. mass of dry b. Determine the preconsolidation pressure c. Calculate the compression index, C.arrow_forwardWhat is the equivalent coefficient of permeability (k) for all soil layers? where equivalent k(2 and 3) = 1.24 k1 and k4 = 4.41 k1 28 8 A K2 ~ K1 K4 K3 N .a k1 2.174 .b k1 1.511 .c k1 2.237 .d k1 28.250 Your answer is incorrect The correct answer is: 1.511 k1 10arrow_forwardThe following are the results of a consolidation test on a sample of a clayey soil. • Plot the e-log o curve. • Determine the pre-consolidation pressure. • Calculate the compression index, Ce and the ratio of C; /Ce. Pressure, o' (kN/m?) 1.113 25 1.106 50 1.066 100 0.982 200 0.855 400 0.735 800 0.63 1600 0.66 800 0.675 400 0.685 200arrow_forward
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