Principles of Geotechnical Engineering (MindTap Course List)
9th Edition
ISBN: 9781305970939
Author: Braja M. Das, Khaled Sobhan
Publisher: Cengage Learning
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Chapter 7, Problem 7.17P
To determine
Find the hydraulic conductivity of the sand at a void ratio of 0.77.
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The hydraulic conductivity of a sand at a void ratio of 0.750 is 0.047 cm/s. Estimate the coefficient of permeability at a void ratio of 0.450
1. Using Casagrande equation
2. Using Kozeny-Carman equation
A CD test was conducted on a sample of dense sand 37 mm in diameter × 77 mm long. The
cell pressure was 200 kPa. The results are shown in the table below.
Axial
displacement
(mm)
0
0.3
0.6
1.0
1.3
1.6
1.9
3.2
5.2
6.4
7.1
9.7
12.9
15.5
Axial
load
(N)
0
128.1
225.9
338.9
451.8
508.3
564.8
604.3
593.0
576.0
564.8
525.2
497.0
480.0
(a) Using the data in the table, plot the Deviatoric stress (y-axis) against axial strain (x-axis)
graph.
(b) Using the graph from (a), draw the Mohr-circle at the peak (i.e., the maximum
deviatoric stress). Determine the principal stresses as well.
(c) Provided that the sample is sand, draw a failure envelope on the Mohr circle from (b)
and determine the friction angle (p').
The results of a constant-head permeability test for a fine sand sample having a diameter of 70 mm and a length of 140 mm are as follows (refer to Figure 7.5):• Constant-head difference = 550 mm• Water collected in 7 min = 450 cm3• Void ratio of sand = 0.8Determine:a. Hydraulic conductivity, k (cm/sec)b. Seepage velocity
Chapter 7 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
Ch. 7 - Prob. 7.1PCh. 7 - Prob. 7.2PCh. 7 - Prob. 7.3PCh. 7 - Prob. 7.4PCh. 7 - Prob. 7.5PCh. 7 - Prob. 7.6PCh. 7 - Prob. 7.7PCh. 7 - Prob. 7.8PCh. 7 - Prob. 7.9PCh. 7 - Prob. 7.10P
Ch. 7 - Prob. 7.11PCh. 7 - Prob. 7.12PCh. 7 - Prob. 7.13PCh. 7 - Prob. 7.14PCh. 7 - Prob. 7.15PCh. 7 - Prob. 7.16PCh. 7 - Prob. 7.17PCh. 7 - Prob. 7.18PCh. 7 - Prob. 7.19PCh. 7 - Prob. 7.20PCh. 7 - Prob. 7.21PCh. 7 - Refer to Figure 7.24. The following data were...Ch. 7 - Prob. 7.23PCh. 7 - Prob. 7.1CTP
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- HYDRAULIC CONDUCTIVITY PROBLEM 1: The results of a constant head permeability test for a fine sand and sample having a diameter of 150 mm and a length of 150 mm are as follows: Constant head difference = 40 cm Time of collection of water = 83 sec Weight of water collected = 392 g Find the hydraulic conductivity a. 0.094 cm/sec b. 0.01 cm/sec C. c. 0.005 cm/sec d. 0.86 cm/secarrow_forwardA falling head hydraulic conductivity test is performed on a sample of soil. The following values are given: Length of specimen = 8 in. • Area of soil specimen = 1.6 in^2 • Area of standpipe = 0.06 in^2 • Head difference at time t=0 = 20 in %3D • Head difference at time t=180 sec = 12 in a. Find the coefficient of permeability of soil b. Compute the rate of flow of water in the soilarrow_forwardThe results of a constant-head permeability test for a fine sand sample having a diameter of 150 mm and a length of 300 mm are as follows • Constant-head difference = 500 mm • Water collected in 5 min = 350 cm3 • Void ratio of sand = 0.61 Determine: a. Hydraulic conductivity, k (cm/sec) b. Seepage velocityarrow_forward
- The hydraulic conductivity of a sand at a void ratio of 0.62 is0.03 cm/sec. Estimate its hydraulic conductivity at a void ratioof 0.48.arrow_forward6.5 Refer to Figure 6.4. For a constant head permeability test in a sand, the following values are given: • L = 350 mm • A= 125 cm² • h = 420 mm • • Water collected in 3 min = 580 cm³ Void ratio of sand = 0.61 Determine: a. Hydraulic conductivity, k (cm/s) b. Seepage velocity dified conarrow_forwardIn a site consisting of normally consolidated clean sands,the water table is at 10 ft depth. The average unit weight ofthe sand above and below the water table is 111.5 lb/ft3 and125.0 lb/ft3, respectively. At a 25 ft depth, N60 was reportedas 26. Determine the following:a. (N1)60 using Liao and Whitman’s (1986) equation for CNb. Dr using Skempton’s (1986) correlation c. Friction angle using Schmertmann’s (1975) correlationd. Modulus of elasticity using Kulhawy and Mayne’s (1990)correlationarrow_forward
- QI: The following are the results of a laboratory consolidation test on a soil specimen obtained from the field: dry mass of specimen = 128 gm, height of specimen at the beginning of the test = 2.54 cm, Gs = 2.75, and area of the specimen = 30.68 em?. Effective pressure, ớ(kN/m²) Final height of the specimen at the end of the consolidation (cm) 2.540 2.488 50 100 200 2.465 2.431 400 800 1600 3200 2.389 2.324 2.225 2.115 Required: Make necessary calculations and draw an e versus log ở curve.arrow_forward2. Situation 2 - For a constant laboratory permeability test on a fine sand, the following data are given: Length of specimen = 16 cm Diameter of specimen = 96 mm Constant Head Difference = 50 cm Volume of water collected in 4 min = 420 cc Void ratio of the soil specimen = 0.55 a. Determine the hydraulic conductivity of the soil in m/min. Round off to four decimal places. b. Determine the discharge velocity in m/min. Round off to four decimal places. c. Determine the seepage velocity in m/min. Round off to four decimal places.arrow_forward[Seepage] tank shown below. For the sand, the following properties are given: e = 0.40 , G.S = 2.67 . Calculate the effective stress at A. a. Consider the upward flow of water through a layer of sand in a 1.2m Overflow 0.7 m Sand z = 0.9m 2 m Inflowarrow_forward
- A wet sand sample has a volume of 4.64 x 10-4 m3 and weighs 8N. After oven-drying, the weight reduces to 7.5N. Don't assume the value of Gs.Calculate the following: a. Void ratio b. Degree of saturation.arrow_forwardThe following readings were obtained from an oedometer test on a specimen of saturated clay, see Table 1. The load being held constant for 24 hour before the addition of the next increment. Applied stress 25 50 100 200 400 800 (kN/m2) Thickness 19.60 19.25 18.98 18.61 18.14 17.68 17.24 (mm) Table 1 At the end of the last load period the load was removed and the sample allowed to expand for 24 hour, at the end of which time its thickness was 17.92 mm and its water content found to be 31.8%. The specific gravity of the soil was 2.66. i. Plot the e/o' curve and determine the coefficient of volume compressibility (m,) for an effective stress range of 220-360 kN/m? ii. Plot the e/log ơ' curve and from it determine the compressibility index (Cc) and the pre-consolidation pressure (Oʻpe) ii. Use the data obtained in (i), (ii) and (ii) to obtain and Plot a mlo' curve for the soil iv. compare the values for consolidation settlement for 4 m thick layer of the clay when the average effective…arrow_forward3. In a sieve analysis of a given sample of sand the following data were obtained. Effective grain size = 0.25 mm, uniformity coefficient 6.0, coefficient of curvature = 1.0. Sketch the curve on semilog paper.arrow_forward
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